Full text of "A manual of useful information and tables appertaining to the use of structural steel, as manufactured by the Passaic Rolling Mill Co. ... For engineers, architects and builders."

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Passaic 
Rolling  MillCo. 


PATERSON,  N.  J. 


STRUCTURAL 
STEELE.  IRON 


1897 


2_e 


CLi 


4.  W.  HAMILTOIJ, 


Digitized  by  the  Internet  Archive 

in  2010  with  funding  from 

Lyrasis  IVIembers  and  Sloan  Foundation 


http://www.archive.org/details/manualofusefulinOOpass 


«8 -8? 

A  MANUAL 

OF 

USEFUL  INFORMATION  AND  TABLES 
APPERTAININa  TO  THE  USE  OF 

STRUCTURAL  STEEL, 

AS  MANUFACTURED  BY 

THE  PASSAIC 
ROLLING  MILL  CO., 

PATERSON,  NEW  JERSEY. 
(NEW  YORK  OFFICE,  45  BROADWAY.) 

FOR  ENGINEERS,  ARCHITECTS 
AND  BUILDERS. 


BY 

GEO.  H.  BLAKELEY,  C.  B. 

M.  AM.  SOC.  C.  E. 
1897. 

$8 -8J 


53- 


Entered  according  to  Act  of  Congress,  in  the  year  1897,  by 

THE  PASSAIC  ROLLING  MILL   CO., 
in  the  Office  of  the  Librarian  of  Congress,  at  Washington. 


THE  DE  VINNE  PEESS,  NEW-YORK. 

S5- S8 


J.  W.  HAMTTTny^ 


88 * **"" "»• 8S 

WATTS  COOKE,  Pres.  A.  C.  FAIECHILD,  Sec'y- 

W.  O.  FAYEKWEATHEK,"Vice-Pres.  and  Treas.  J.  K.  COOKE,  Sup't. 

G.  H.  BLAKELEY,  Chf.  Eng. 

THE 

PASSAIC 

ROLLING  MILL  CO., 

PATERSON,  NEW  JERSEY, 

MANUFACTURERS  OF 

OPEN  HEARTH 

STRUCTURAL   STEEL  AND 

HIGH  GRADE  IRON. 

BEAMS,  CHANNELS,  ANGLES, 
TEES,  Z  BARS,  PLATES 

AND 

MERCHANT  BARS. 
* 

DESIGNERS,  MANUFACTURERS  AND  CONTRACTORS  FOR 
ALL  KINDS  OF  STEEL  AND  IRON  WORK  FOR 

BRIDGES  AND  BUILDINGS, 

ROOFS,  POWER  STA- 
TIONS,  TRAIN  SHEDg,  RAILWAY 
AND  HIGHWAY  BRIDGES  AND  VIADirCTS, 
STANDARD    RAILWAY    TURNTABLES,    EYE    BARS, 
BUCKLE    PLATES,  SLEEAE  NUTS,  RIVETS, 
AND  STRUCTURAL  STEEL  WORK 
OP  ALL  DESCRIPTIONS. 

PliANS    A.'S'D    SPECIFICATIONS    FURNISHED 
ON    APPLICATION. 

NEW  YORK  OFFICE,  45  BROADWAY. 

_ _^ . 88 


^ 


THE     PASSAIC     ROLLING     MILL     COMPANY, 


PEEFACE. 

This  manual  is  a  new  work  throughout.  It  is  intended  to 
supply  such  special  information  and  tables  as,  it  was  thought, 
would  prove  of  value  and  service  to  those  who  are  engaged  in 
the  design  of  structural  steel  work  in  general,  and  the  patrons 
of  the  publishers,  The  Passaic  Rolling  Mill  Co.,  in  par- 
ticular. 

The  tables,  with  a  few  exceptions,  were  computed  expressly 
for  this  work,  and  many  of  them  are  original  in  both  matter 
and  form. 

The  author  hopes  that  they  will  be  found  to  possess  the 
qualities  of  accuracy  and  reliability. 

Such  of  the  tables  as  were  not  calculated  for  this  work  were 
obtained  from  works  of  presumably  independent  origin,  which 
were  compared  for  the  detection  of  errors. 

The  tables  of  the  weights  and  ultimate  strengths  of  materi- 
als have  been  compiled  by  comparison  of  all  the  available  data 
on  the  subject. 

No  attempt  has  been  made  to  encumber  the  work  with 
abridgments  of  mathematical  tables,  as  such  tables,  to  be  of 
value,  must  be  very  extended  and  complete.  Only  such  mat- 
ter is  given  as  the  author  has  found  to  be  of  service  in  his 
own  practice. 


25 ^ 


^ 8$ 

THE     PASSAIC     ROLLING     MILL     COMPANY.         3 


TABLE   OF   CONTENTS. 


Page. 


Shapes  Manufactured   by  Passaic   Rolling 

Mill  Co 6-33 

Constructional  Details 34-44 

Properties  of  Passaic  Structural  Shapes..       45-59 
Transverse  Strength  of  Passaic  Structural 

Shapes 60-75 

Beam  Girders 76-80 

Strength  and  Deflection  of  Beams 81-92 

Moments  of   Inertia  of  Usual  Sections....       93-94 

Fireproof  Construction 95-99 

Building  Laws lOO 

I  Beams  Used  as  Joists  and  Girders 101  - 109 

Riveted  Girders 110-119 

Suddenly  Applied  Loads 120 

Lintels 121-123 

Columns,  Properties  and  Safe  Loads 124-172 

Bearings  and  Foundations 173-179 

Wind  Bracing 180  - 181 

Wooden  Beams 182  - 186 

Wooden  Columns 187-188 

Roofs 189-196 

Bridge  Trusses 197  _  209 

Passaic  Standard  Railroad  Turntables 210-211 

Specifications  for  Structural  Steel 212-214 

Corrugated  Iron  215  _  216 

Rivets  and  Pins , 217  -  222 

Bolts  anet  Nuts . " 223  -  225 

Buckle  Plates 226 -  227 

Sleeve  Nuts 228 

Loop  Rods  229 

Eye  Bars  and  Pins  230  -  231 

Clevises   _  232 

Linear  Expansion  By  Heat .  233 

Areas  and  Weights  of  Bars,  Flats  and  Plates  234-243 

Miscellaneous  Tables 244  -  256 

Ultimate  Strengths  of   Materials 257-260 

Weights  of  Various  Substances 261-266 

Mensuration;  Areas  and  Circumferences  of 

Circles 267-271 

Weights  and  Measures 272-279 

^- go 


58 ^ 

4        THE     PASSAIC     ROLLING     MILL     COMPANY. 


EXPLANATOEY  NOTES. 

All  weights  given  are  for  steel,  and  are  per  lineal  foot  of  the 
section. 

The  manner  in  which  the  weights  of  various  sections  are 
increased  is  illustrated  on  page  30. 

For  channels  and  I  beams,  the  enlargement  of  the  section 
adds  an  equal  amount  to  the  thickness  of  the  web  and  the  width 
of  the  flanges.  Lithograph  sections  are  given  for  the  princi- 
pal weights  of  beams  and  channels.  The  dimensions  of  other 
weights  of  beams  and  channels  can  be  obtained  from  the  tables 
of  minimum  and  maximum  weights  and  dimensions  of  I  beams 
and  channels. 

The  effect  of  spreading  the  rolls,  to  increase  the  thickness  of 
angles,  slightly  increases  the  length  of  the  legs.  Where  the 
thickness  is  rolled  in  finishing  grooves,  the  exact  length  of 
the  legs  is  maintained.  The  finishing  grooves  for  angles  are 
given  in  the  table  on  page  33.  Intermediate  and  thicker  sec- 
tions have  slightly  increased  length  of  legs. 

Z  bars  are  increased  in  thickness  in  the  same  manner  as 
angles.  The  dimensions  of  the  various  thicknesses  of  Z  bars 
are  given  in  the  tables  of  the  weights  and  properties  of  Z 
bars. 

T  shapes  do  not  admit  of  any  variation,  and  can  only  be 
rolled  to  the  weights  given. 

Beams,  Channels,  and  Z  bars  are  rolled  only  of  steel.  Uni- 
versal Mill  Plates  and  Angles  are  rolled  of  steel,  but  can  be 
rolled  of  iron  by  special  arrangement.  T  shapes  can  be  rolled 
of  steel  or  iron.  Merchant  Bars  can  be  rolled  either  of  steel 
or  iron. 

In  ordering  sections,  the  weight  or  thickness  wanted  must 
be  designated,  but  not  both. 

Unless  stated  to  the  contrary,  all  tables  are  for  steel  sec- 
tions, as  steel  is  now  almost  exclusively  used  for  all  structural 
purposes. 

Unless  otherwise  arranged,  all  structural  material  will  be 
cut  to  lengths  with  an  extreme  variation  not  exceeding  ^  of 
an  inch. 

fe — 8J 


88 88 


SHAPES 

MANUFACTURED  BY 

THE  PASSAIC  ROLLING  MILL  CO., 

PATERSON,  NEW  JERSEY. 


fe_ . • ^88 


^ 


•25 


6       THE     PASSAIC     ROLLING     MILL     COMPANY. 


90LBS.  PR.  FT.       STEEL  BEAMS 


0.75 


0.78  »i6  > 


6.7S- 


25' 
32 


'BO  LBS.  PR.  Ft. 


0.69 


6.38- > 


d 


-8^ 


"88 


THE     PASSAIC     ROLLING     MILL     COMPANY.       7 


75  LBS.  PR.  FT.        STEEL  BEAMS 


o 


0.63' 


0.66 


*  6.16- 


u2l  ^ 


65   LBS.  PR.  FT. 


0.50' 


6.00-- > 


O 
CVJ 


.» 


^ 


THE     PASSAIC     ROLLING     MILL     COMPANY. 


STEEL  BEAMS 


75  LBS.  PR.  FT, 


in 


0.62' 


081 


-6.29- 


66f  LBS.  PR.  FT. 


88- 


^ 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.       9 


STEEL  BEAMS 


60  LBS.  PR.  FT. 


88- 


-88 


58- 


10      THE     PASSAIC     ROLLING     MILL     COMPANY. 


■88 


0.56 


O 

..-,10 

V   :cJ 

1.03" 


STEEL  BEAMS 


55  LBS.  PR.  FT. 

CAN   BE   INCREASED  TO  65  LBS. 


;'H<o 


12' 


40  LBS.  PR.  FT. 


(0 


o 
id 


31.5  LBS.  PR.  FT. 


-12" 


in 


88- 


-85 


58" 


■8? 


THE     PASSAIC     ROLLING     MILL     COMPANY.     11 


0.47 


o.sr' 


STEEL  BEAMS 
40  Lbs.  PR.  FT. 


^ 


■88 


f 

—88 

12       THE     PASSAIC     ROLLING     MILL     COMPANY. 

1o.42^ 

STEEL  BEAMS 

27  LBS.  PR.  FT. 

R 

m|i2 

0.75'^ 

i  . 

1      ^ 

io 

d 

-         -.                          .Q^ 

— I — 4 

y 

i 

no.ze" 

\ 

23^  LBS.  PR.  FT. 

/ 

\ 

=IS 

J 

% 

0.66" 

T 

2^ 

fl 

6 

5 

1- 

of.... 

1--* 

y           ■ -- 

10.28 

n 

K 

\ 

21   LBS.  PR.  FT. 

/ 

I 

Ik 

j 

> 

"• 

OR^' 

w 

f^' 

15 
d 

T 

t 

,  / 

q// 

7 

y - 

0.62" 

6--->| 

-J     *^0  1  n*A   Pr?   Ft 

vj.....x 

\                   IRON                   / 

\    CAN  BE  INCREASED  TO  40  LBS.   / 

1 

3 

i 

f-Vv~»-»                *-Tn 

/        O              0*^0                          \                      1 

'^-  f            6 Y  -' 

«^                                   \ 1...... 

I 

gg 

—4 

^ 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.      13 


STEEL  BEAMS 

22   LBS.  PR.  FT. 


0.3: 


27  LBS.  PR.  FT. 


0.37 


00  0.48 


0.29 


15" 
32 


18   LBS.  PR.  FT. 


19" 

64       00 


0.25 


4.38 


(0 


in 

,I--id 


-4.56- 


0.37 


-4.13 


00 


20  Lbs.  PR.  Ft. 


15  Lbs.  PR.  ft. 


3.88- 


•Si 


58" 


14      THE     PASSAIC     ROLLING     MILL     COMPANY. 

STEEL  BEAMS 

15   LBS.  PR.  FT.  (2   LBS.  PR.  FT. 


to. 


0.25 


0.31 


CO 


.0.54- 


-3.52 


0.22 


7" 
31 


S>AA,' 


5.38- 


(0 


^ 


13   LBS.  PR.  FT.  9.75  LBS.  PR.  FT. 


Q26 


a25 


in 


.05^' 


^ 3.13"--- 


(VI 


0.21  >■ 


0.25 


13 
64 


In 


:0.4-3^ 


« 3.00 


10  LBS.  PR.  FT.       7.5LBS.PR.FT.      6  LBS.  PR.  FT. 


L 


2.69^- 


2.50^  -  -  -  ^ 


-2.19 ---> 


-ss 


^ 


■S3 


THE     PASSAIC     ROLLING     MILL     COMPANY.      15 


STEEL  CHANNELS 


40  TO  50  LBS.  PR.  FT.      33  TO  38  LBS.  PR.  FT. 


98- 


.& 


82- 


■85 


16     THE     PASSAIC     ROLLING     MILL     COMPANY. 

STEEL  CHANNELS 
27  TO  35  Lbs.  Pr.  Ft.     20  to  25  Lbs.  Pr.  Ft. 


(VJ 


050" 


03B= 


6 


CVi 


6A 


0  58=f^ 


0.50" 


0.28'^ 


32 


o-"^* 


0.31    ^-1 

1 

1 

20  TO  39  LBS. 

PR. 

FT. 

1 
i 

b 

^1'                 t  II 

.6               d 

< ?i — 

i                j 

hi 

2  * 

1 

* — — 

ID-- 

■"""o.'ssV 

— ■»•• 

^ 

15  TO  18 

LBS.  PR. 

FT. 

r 

i 

u 

in 
6 

6 

/  * 
y  d 

o 

U) 

i 

....i 

lo- 


gs— 


■88 


^ 


-88 


THE     PASSAIC     ROLLING     MILL     COMPANY.     17 


STEEL  CHANNELS 

16  TO  21    LBS.  PR.  FT.        13  TO  15   LBS.  PR.  FT. 


<J> 


0.4-4* 


0.28S^ 


32 


0.45' 


//  29" 
64 


0> 


657" 


"Jl. 
64 


0,25'^^ 


64 


0  30=^ 


13  TO  17   LBS.  PR.  FT.  10  TO  12   LBS.  PR.  FT. 


00 


0.50' 


0.25'^^ 


52 


0.40=^ 


00 


0,37" 


1J3 
64 


0.20= S 


a27=-ij' 


& 


18     THE     PASSAIC     ROLLING     MILL     COMPANY. 


■85 


STEEL  CHANNELS 

13  TO  17  LBS.  PR.  FT.  9  TO  12  LBS.  PR.  Ft. 


0.38 


0.28  =  ^ 


0.45=11 


0.20  =i| 


ff  p  I 
0.33=|i 


ff 


17  TO  20  LBS.  PR.  ft.       12  to  (5  LBS.  PR.  FT. 


(D 


0.38 


10.28=^ 


^0.43  =  X 


256- 


.K) 


"  -2.19 
«      2.34- 


O  2o'rV  8  TO  10  LBS.  PR.  FT. 


pi 

*rO|* 

o>it       n 

K * 

1 

—1(0 

—  (0                / 

^  ,      ^ 

t  \ 

00 

>;" 

Jl          / 

<*  ^ 

(o\ 

K) 

"O 

o 

0)  o 

*l 

O 

OJ 

*^. 

-  (vi 

o 

6          J 

\         1 

-^ 

// 

6 


S8- 


•& 


^ 


■« 


THE     PASSAIC     ROLLING     MILL     COMPANY.      19 

STEEL  CHANNELS 

9  TO  12  LBS.  PR.  FT.  6  TO  8  LBS.  PR.  FT. 


10 


"0.28 


0.18  =  , I 


00 


8  TO  10  LBS.  PR.  FT. 


5  TO  7  LBS.  PR.  FT. 


•0.31 

0.50    T  ;q 


'"0.27 
■  0.1  7  =  -^ 

mo.32  =  ^ 


:0.3l 


"?d 


:*  -  l.86-->; 
•^ --  2.0  I-    » 


l'^    1.59- 
......74.'? 


SPECIAL  TEES 


STEEL  OR   IRON 


;     A — I %; n 


12.5  LBS.  PR.  FT. 


J. 


M<g  J  roloo 


-lOJ 


16 


9.8  LBS.  PR. FT. 


■3J 

n— •* 

8 


8S- 


.8^ 


^ 


■2? 


20    THE     PASSAIC      ROLLING     MILL     COMPANY. 


EQUAL  TEES       STEEL  OR   IRON. 


Ljw  r~~~*o)|5~ 


16 


13.6  Lbs.  PR.  Ft. 


roi«r 


10.4  Lbs.  Pr.  Ft. 


-3i" 


'-¥ 


Te 


1.7  Lbs.  PR.  Ft. 


^W 


10.4  Lbs.  PR.  Ft, 


7«f 


-In 


Ucv,' 


16 


10.0  Lbs.  PR.  Ft. 


■  I": 
*2» 


VfeL    Hcvi 


K) 


9.1  Lbs.  PR.  Ft 


S8- 


■8^ 


58- 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.      21 


EQUAL  TEES 


STEEL  OR  IRON 


2^- 


wtS" 


5.5  LBS. 
PR.  FT. 


KJIOO 


OJ 


4.3  LBS. 
PR.  FT 

16 


(VJ 


3.7  LBS. 
PR.  FT 


fen 


OJ 


3.' 
4 


3.1  LBS. 

PR.  FT.     yj^ 
4 


wise  i  ^-[^ 


2.25  LBS. 


4-      w|+ 


PR.  FT.        ii^ 
16 


// 


v'2 


-lOJ 


2.55  LBS. 

PR.  FT     4J' 

4 


1.85  LBS 

PR.  FT 


^-N 


;3^ 
16 


5^         ^'4     ■ 


1.55  LBS. 


r  \h- 


PR.  FT.     :  ;3.^ 

'  16 


88- 


-loo    to\(0 


0.9  LBS 

PR.  FT. 


r=m 


8 


8^ 


^ 


22     THE     PASSAIC     ROLLING     MILL     COMPANY. 


-88 


UNEQUAL  TEES 


STEEL  OR  IRON 


^> 


T H<o" 


16 


~Tin|o 


20.6  LBS. ! 

PR.  FT.     ^.., 


<- 


6-'- 


17.0  LBS. 
PR.  FT 


\  le  *^ 


J 


< 5^ ^ 


_0)Tso 


rTy- 


I^ 


l(Vi 


13.5  LBS. 
PR.  FT. 


7.9  Lbs.  1'6 

PR.  FT 


< 


C 


10.4-  LBS. 
PR.  FT. 


16 


-  — ■> 


(VJ 


>ol(» 


3 -* 


(VI 


6.4  LBS. 

PR.  FT. 


16 


-1~ 


3rr 
^ ""; 

'ST© 

16 


l^?'.] 


11.9  LBS. 
PR.  FT. 


5.7  LBS 

PR.  FT.  ■i^ 


8 


<-.2f-- 


LJ ji; 

;  ■//> 


3.1  LBS 

PR.  FT 


?3^ 

,i6 


^-^ 


88- 


-S 


8? 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.       23 


EQUAL  ANGLES         STEEL  OR  IRON 

6"x  6"x|"  TO  Y  14.8  TO  34.0  Lbs,  Pr.  Ft. 

—  ) 


5"x  5"x  I" TO  f  12.3  TO  24.2  LBS.  PR.  FT. 


1 


4"x  4"x  :^"to  If"  8.16  TO  20.8  LBS.  PR.  FT. 


J 


3^"x  3^"x  :^"to  I"  7.11  TO  13.5  Lbs.  Pr.  Ft. 


2r'<2r'<i6"T0r2.75T07.17LBS.PR,FT, 


3"x 3"x  t'to I" 4.9 TO  12.1  LBS, PR. FT. 


2"x  2"x  il"  TO  ^"  2.41  TO  6.32  LBS.  PR.  FT, 


J 


2^"x  2|"x  ^"to  Y 
4.05  TO  7.85  Lbs.  PR.  Ft. 


\J 


Ifxif  xfl  TOi^  2,11T0  4.72Lbs.Pr.Ft. 


SQUARE 
ROOT  ANGLES 

2^"x  2^"x  I"  5.8  Lbs.  Pr.  Ft.    \) 


li'xli'x  j|"To|"  1.80 TO  3.33  Lbs. PR. Ft. 


l^x  ir4"T0  C  1-02  TO  2.55  Lbs.  Pr,  Ft, 


2"x  2"x  ^'  3.2  Lbs,  Pr,  Ft. 


1"x1"xr'^oy'0.78TOl.57LBS.PR.FT. 


1 


TO^ 


1"x  l"x  i"  0.8  Lbs.  Pr.  Ft. 


0,68  to  0,99  Lbs,  PR.  Ft, 


I  8         8         3 

^     '^ '^°  to  0,99  Lb 

[J    fx^'xT^r 

0.58  TO  0,85  Lbs.  PR.  Ft 

r  ^ 

4    '^  8 

r 


V\  V\  r  0.71  Lbs.  PR.  Ft. 


4  'x  |"x  1"  0.61  Lbs,  Pr,  Ft. 


98- 


.8i 


^ 


■88 


24      THE     PASSAIC     ROLLING     MILL     COMPANY. 


UNEQUAL  ANGLES      steel  or  iron 

T. 
1 


6"x  4"x  I" TO  I"  12.3  TO  28.4  LBS.  PR.  FT. 


5"x  3|  "x  |"to  I"  10.4  TO  20,3  LBS,  PR.  FT. 


5"x  3  "x  ,^"to  I"  8.16  TO  19.3  LBS.  PR.  FT. 


4^"x  3''xj|-"T0|"7.65T0  17.8Lbs.  Pr.  Ft. 


4"x  3^"x^"T0  I"  7.65  T0 17.8  LBS.  PR.  FT 


4"x  3"x  ^6"to  I"  7.11  TO  13.5  LBS.  PR.  FT. 


3^"x  3  "x  ^I'to  I "  6.56  TO  12.5  LBS.  PR.  Fl 


3-^"x  2^"x  1"to  fe"  4.9  TO  10.6  LBS.  PR.  FT. 
J 


3"x  2i"x  i"TO  fe"  4.45  TO  9.69  LBS.  PR.  FT. 


SQUARE  ROOT 
ANGLES 

14"x{1"x^"0.7Lbs.Pr.FL 


3 "x  2"x  r^O  h'  4-05  TO  7.65  LBS.  PR.  FT. 
2^"y  1  -"x  --"to  -  " 

^4   X  I2    X  ,g    lU  ,g 

2.28  to  3,64  Lbs,  Pr.  Ft. 


2"x  If' x  il'TO  -fe" 
2,28  TO  3.64  Lbs,  PR,  FT, 

J 


|"x  i"x  i"  0.53  Lbs.  PR.  Ft. 


1.02  TO  2.45  Lbs.  Pp.  Ft. 


f= 


r 


88- 


— 88 


52" 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.      25 


STEEL  Z  BARS 


3i' 


6"  2 
15.6  TO  21 

LBS.  PR.  FT. 


(0 


C 


16 


5_ 


*H>|flO 


3^ 


6"     2         : 

29.3 

TO 

34.6 

LBS.  PR.  FT. 


(0 


3i 


(O 


J  V 


6 '  2 
22.7  TO  28 

LBS.  PR.  FT. 


"©» 


*in|<o 


211 
16 


«n 


5 "  2 
11.6 

TO 

(6.4 

LBS.  PR.  FT. 


-3i 


.    M~ 

i: 

- 2|-- 

5'   2 

17.8      * 

TO             " 

T 

^1^ 

22.6 

LBS.  PR.  FT. 

3ir- 


-JL. 


lO 


:^  . 


5"  2 
23.7 

TO 

28.3 

LBS.  PR.  FT. 


3i~~] 


3i: 


fe. 


■8^ 


^ 


26     THE     PASSAIC     ROLLING     MILL     COMPANY, 


■88 


-1+ 


i.. p^' 

4''  2 
8.2       ^ 

TO 

12.4 

LBS.  PR.  FT. 


STEEL  Z  BARS 


L^ 


-K 


3Tk 


4"  Z 
13.8 

TO 

17.9 

s;'  LBS.  PR.  FT. 


rs:g 


J 


3ik 


S--- 


-276" 


4"  Z   J 
18.9   ^^ 

TO 

22.9    i 

LBS.  PR.  FT. 


io|oo 


3-1^'- 


-H 


2-2- 

^16; 


10 

i 


3"  Z 
6.7 

TO 

i"        8.4 

4"LBS.  PR.  FT. 


■2^-- 


"(0|oo 


r — T — T" 

^         ^        I 

^ 2-^L 

'^         ^16  1 

3"  Z  *^ 
*^     ^    lO 

9.7     j 

TO        -i.. 

11.4 

LBS.  PR.  FT.. 


3 
8 


'lO|0O 


-oil 

C  16 


-In 


•6; 

Vo 


^^^ 


3'^  Z 
12.5 

TO 

14.2 


'-5  LBS.  PR.  FT. 


J 


.•« -2^-' 


S8- 


-$8 


?8- 


"55 


THE     PASSAIC     ROLLING     MILL     COMPANY.      27 


MISCELLANEOUS  SHAPES 

BEAD  IRON. 


RON  ONLY 


4x  I/a 


4'/2X  5/i6 


5xV8 


HAND  RAIL. 


2i^xl'Vx'/^" 


5.7Lbs.Pr.Ft, 


5.2Lbs.Pr.Ft, 


7.0LBS.Pr.Ft. 


GROOVES. 


IKsxWx!/^'' 


WTt^W^y^VA. 


ROUND  EDGE  FLATS. 


2KexHTo4xl 


) 


HEXAGON. 


HALF  ROUND. 


Vx^IoWa 


V8To3!/e" 


PICTURE  FRAME. 


l!^x!/8" 


^ 


^' 


-88 


28       THE     PASSAIC     ROLLING     MILL     COMPANY. 


SIZES   OF   PASSAIC   BARS, 

STEEL   OR  IRON, 

IN   INCHES. 


ROUNDS.  I 

8)  TSy  2;   rS:   s?   16>   4>    16;   »>   lb?  -•>   -'"16'j  ■•■8? 

ItV?   I4J   llrtr?   li<j   Iyj  1'8)  l^j   l¥>  2,  Sg-, 

■^T)  -^8?  '<^'5'>  ■^'8?  •^ij  -^^S")  "^^  ^8"?  "^Tj 

3f ,  3i,  3f ,  3f ,  3f ,  4, 
4i,  4i,  4f,  5. 

SQUARES. 

8)   TB^J    2)    rF>    8>    16>    4>    87    T6)   -••>    -'•S?    -'■47    ^Sj    ^2} 

If,  If,  li,  2,  2i,  2i,  2f ,  3,  3i,  3i,  4. 
HALF-ROUNDS. 

3.JL1_9       5      11      3      13      7      15      1      II 
8)  TF>   2?    rB"?    8?  TB"?   4;  Te?   8>  TB?   -"^j   ■'■8> 

l^j  l8»  1y>  If  J  If  J  2,  22,  3,  3^. 
HEXAGONS. 

X.     1     5.     11.     3.     7.     15     1      1_1       11     11 

T6>    27    8?    rSj    4?    8>    16?    J-J    J-lB?    ■'■87    ■l4« 

B  ROUND  EDGE  FLATS.  fl 

2iXf,  2ix|,  2f  Xf,  2f  Xt,  3xf,  4X^,  4xL 

■  FLATS.  ■ 


Width. 


08- 


f 

1 

8 
1 

H 


Thickness. 


Min.        Max 


1 

5 

8 

8 

1 

3. 

8 

4 

1 

1 

Width. 


13- 
■I4 

2 

2i 

2i 

2f 

3 

3i 

3i 


Thickness. 


Min. 


1 
4 

1 
4 
1 

4 
1 

4 
1 
4 
1 

4 


Max. 


15 

■Is 

^8 

2 

2i 
2i 
2f 

If 
3 


Width. 


3f 
4 

4i 
4i 
5 
6 

7 


Thickness. 


Min.        Max 


3^ 
3f 
3f 
3f 
2i 
2 

1^ 
If 


^ 


THE     PASSAIC     ROLLING     MILL     COMPANY, 


29 


PASSAIC  UNIVERSAL  MILL  PLATES. 

STEEL. 

Universal  mill  plates  can  be  rolled  to  any  width  between 
6"  and  24",  varying  in  width  by  \" ,  and  to  any  specified 
thickness  from  \"  upward,  varying  by -1^",  and  to  a  maximum 
limit  of  length  of  70  ft.,  provided  the  total  weight  of  the 
plate  does  not  exceed  3,000  lbs. 

EXTREME   LENGTHS   OF   UNIVERSAL   PLATES, 
IN   FEET. 


^ 


Width 

of 
Plate, 
inches. 

THICKNESS, 

IN  INCHES. 

1 
4 

5 
16 

3 

8 

1 
2 

5. 

8 

3 

4 

7 
8 

6 

40 

45 

60 

70 

70 

70 

70 

7 

II 

// 

II 

II 

II 

8 

II 

// 

II 

II 

II 

9 

II 

// 

II 

II 

II 

10 

II 

// 

II 

II 

II 

11 

II 

// 

II 

II 

II 

12 

II 

// 

II 

II 

II 

13 

II 

// 

II 

II 

II 

14 

II 

// 

II 

II 

II 

15 

II 

II 

II 

II 

67 

16 

II 

/' 

II 

II 

63 

17 

II 

II 

II 

69 

59 

18 

II 

II 

II 

64 

56 

19 

ii 

II 

II 

62 

53 

20 

II 

II 

II 

59 

50 

21 

11 

II 

II 

67 

56 

48 

22 

II 

II 

II 

64 

52 

45 

23 

II 

II 

II 

60 

50 

44 

24 

II 

II 

II 

58 

48 

42 

70 


68 
63 
59 
55 
52 
48 
46 
44 
42 
40 
38 
36 


-88 


■8S 


30      THE     PASSAIC     ROLLING     MILL     COMPANY, 


METHOD  OF  INCREASING  SECTIONAL 

AREAS 


Fig,  2. 


^ 

f] 

i 

1 

II 

J 

;^^v;^m;;mmm^mW'm«/m;;^Mv 

Fig.  3. 


?/y///'////,v/////y//y////y////vy///////y/////////////7///' 


v/y/V//.v//.7///y/////y///V///////;.v////////wy//////,'///v 
Fig.  4. 


S8- 


.8^ 


•J ^ gg 

THE     PASSAIC     ROLLING     MILL     COMPANY.       31 

MINIMUM  AND  MAXIMUM 

WEIGHTS  AND  DIMENSIONS  OF  PASSAIC 

• 

STEEL  I  BEAMS. 

G 

n    . 
V  en 

V 

Weight  per 
foot,  in  lbs. 

Width 

of  Flanges, 

in  inches. 

Thickness  of 
Web,  in  inches. 

O  M  c  M 

Inter- 
mediate 
Weights, 

lbs. 
per  foot. 

Min. 

Max. 

Min. 

Max. 

Min. 

Max. 

20 
20 
20 

90 
80 
65 

85 
75 

6.75 
6.38 
6.00 

6.46 
6.16 

0.78 

0.69 
0.50 

0.77 

0.66 

.015 
.015 

.020 
.020 
.020 

66f  &70 

15 
15 
15 

60 
50 
42 

75 

55 
45 

6.00 
5.75 
5.50 

6.29 
5.85 

5.58 

0.52 
0.45 
0.40 

0.81 
0.55 
0.48 

66I&70 

12 
12 
12 

55 
40 

65 
50 

35 

6.00 
5.50 
5.13 

6.25 
5.75 
5.21 

0.63 
0.39 
0.35 

0.88 
0.64 
0.43 

.025 
.025 
.025 

60 
45 

10 
10 

33 
25 

40 
30 

5.00 
4.75 

5.21 

4.89 

0.37 
0.31 

0.58 
0.45 

.029 
.029 

35 
27 

9 
9 

27 
21 

33 
25 

4.75 
4.50 

4.95 
4.63 

0.31 

0.27 

0.51 
0.40 

.033 
.033 

30 
23i 

8 
8 

22 
18 

27 
20 

4.38 
4.13 

4.56 
4.20 

0.29 
0.25 

0.48 
0.32 

.037 
.037 

25 

7 

7 

20 
15 

22 

m 

4.09 

3.88 

4.17 
3.98 

0.28 
0.23 

0.36 
0.34 

.042 
.042 

6 
6 

15 
12 

20 
14 

3.52 
3.38 

3.77 
3.48 

0.25 
0.22 

0.50 
0.32 

.049 
.049 

13 

5 

5 

13 
91 

15 
12 

3.13 

3.00 

3.25 
3.12 

0.26 
0.21 

0.38 
0.33 

.059 
.059 

4 
4 

8 
6 

10 

7i 

2.54 
2.19 

2.69 
2.50 

0.24 
0.18 

0.39 
0.20 

.074 

.074 

9 

W 

EIGHT 

S    IN 
IN    ST( 

HEAVY- 

DCK.      ( 

( 

FACED 

Dther 

3NLY    O 

TYPE    J 
WEIGH 
N    ORD] 

VRE    CO] 
TS   ARE 
£R. 

VSTANTLY 
ROLLED 

KEPT 

ss. 


?8— ^ 

32       THE     PASSAIC     ROLLING     MILL     COMPANY. 

MINIMUM  AND  MAXIMUM 
WEIGHTS  AND  DIMENSIONS  OF  PASSAIC 

STEEL  CHANNELS. 

•ax. 

1)   u 

Q  = 

15 
15 

Weight  per 
foot,  in  lbs. 

Width 

of  Flanges, 

in  inches. 

Thickness  of 
Web,  in  inches. 

o  Wi  c  bo 

U   c   o 

Inter- 
mediate 
Weights, 

lbs. 
per  foot. 

Min. 

Max. 

Min. 

Max. 

Min. 

Max. 

40 
33 

50 

38 

3.63 
3.38 

3.83 
3.48 

.47 

.40 

.67 
.50 

.020 
.020 

45 
35 

12 
12 

27 
20 

35 
25 

3.13 

2.88 

3.33 
3.00 

.38 

.28 

.58 
.40 

.025 
.025 

30&33 

23 

10 
10 

20 
15 

30 
18 

2.88 
2.60 

3.17 

2.67 

.31 
.25 

.60 
.32 

.029 
.029 

25 

17 

9 
9 

16 
13 

21 
15 

2.56 
2.36 

2.73 
2.43 

.28 
.23 

.45 
.30 

.033 
.033 

18 
14 

8 
8 

13 
10 

17 
12 

2.22 

2.08 

2.37 
2.15 

.25 
.20 

.40 

.27 

.037 
.037 

15 

11 

7 
7 

6 
6 
6 

13 
9 

17 
12 

2.22 

2.00 

2.39 
2.13 

.28 
.20 

.45 
.33 

.042 
.042 

15 
10 

17 

12 

8 

20 
15 
10 

2.41 

2.19 
1.94 

2.56 
2.34 
2.04 

.38 
.28 
.20 

.53 
.43 
.30 

.049 
.049 
.049 

18 

13 

9 

5 
5 

9 
6 

12 
8 

1.91 
1.66 

2.09 

1.78 

.25 

.18 

.43 

.30 

.059  • 
.059 

10 

7 

4 
4 

8 
5 

10 

7 

1.86 
1.59 

2.01 
1.74 

.27 
.17 

.42 
.32 

.074 
.074 

9 
6 

Weights  in  heavy-faced  type  are  constantly  kept 
IN  stock.    Other  weights  are  rolled 

ONLY  ON   ORDER. 

i8 S 

^ 


-88 


THE     PASSAIC     ROLLING     MILL     COMPANY.       33 


SIZES  OF  FINISHINa  GEOOVES  FOR 
PASSAIC  STEEL  ANGLES. 

ALL   DIMENSIONS    ARE    GIVEN    IN    INCHES. 


EQUAL   LEGS. 


Size. 


Thickness. 


6    X6 

5    X5 

4    X4 

3ix3i 

3    X3 

2^X21- 

2ix2i 

2X2 

If  XI! 

VjXH 

HxU 

1    xi 

ix  i 

fx   f 

fandii 

f  andf 

■h,  tV  and  f 

^,  ^,  i  and  f 

i  T^  and  i\ 

h  T^  and  ^ 

tV,  T  and  f 

tV,  i  and  f 

fV,  T  and  f 

tV,  i  and  f 

i  and  t^^^ 

iand^ 

iand-fV 

iandtV 


UNEQUAL  LEGS. 


Size. 


Thickness. 


6    X4 
5    X3i 
5X3 
4ix3 
4    X3i 
4X3 
3^X3 
3iX2i 
3    X2i 
3    X2 
2iXli 
2    Xlf 
If  XU 


f  andf 

f  andf 

■^s,  T^  and  1^ 

T^,  1^  and  f 

A,  -Tff  and  f 

T^^,  iV  and  f 

T^,  f ,  ^  and  f 

i,  f  and  i 

^,  f  and  -^ 

i  f  and  i 

1^6-  and  T^ 

tVand^^ 

iandi 


When  the  angle  is  obtained  from  a  finishing  groove,  the 
exact  lengths  of  the  legs  are  preserved ;  but  for  intermediate 
and  greater  thicknesses,  the  lengths  of  the  legs  are  slightly 
increased.  This  increase  of  length  amounts  to  about  -^  of 
an  inch  for  each  -^  inch  increase  in  thickness. 


$S- 


»■ 


■85 


34      THE     PASSAIC     ROLLING     MILL     COMPANY. 


^^W.^\^^^^^^^;jp^ 


I 

I 


L^^ 


^Ry^'\N>^ 


^1 


FI6.5 


FIB.7 


FIG.6 


FIG.8 


i> 


FIG.9 


^ 


88- 


-88 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.       35 


BEAM  PROTECTION. 


GIRDER  PROTECTION. 


HOLLOW  BRICK  FLAT  ARCH. 


ceesiiiii^^i^^^^iifeM/ 


HOLLOW  BRICK  SEGMENTAL  ARCH. 


I 


COLUMN  PROTECTION. 


S8- 


-Si 


^ 


■8? 


36     THE     PASSAIC     HOLLTNG     MILL     COMPANY. 


TILE  ROOF  CONSTRUCTION . 


TILE  CEILING  CONSTRUCTION . 


"eXCELSIOR"eND  CONSTRUCTION 
FLAT  ARCH. 


^ 


.1 


88- 


-8$ 


THE     PASSAIC     ROLLING     MILL     COMPANY.      37 


IE 


ZZIM 


1^ 


3J 


g 

H 
O 

LLi 

CO 


--"fcH 


z 
g 

O 

UJ 

CD 


NWdgJO  U3J.N33 


Lo 


J^^ 

'^L'3 


o   :o   o  o  o  o   a   oi 


:o   o   o    o   o   o:    o 


o  1 


oj 


;ooooG>ooo  oi 


)  o 
o 


ol 


gi     ;  O  '30  O  OO  OO. 


o 


ml 


JVdS  sfo  a3J.N30 


r- 


.O    O    O    O    O    O    OiO 


o   o  o  o  o  o :  o. 


0;0000000000 

o 


o 
o 

o 
o 

2.. 


i 


v^ 


88- 


.8S 


88- 


•88 


38      THE     PASSAIC     ROLLING     MILL     COMPANY. 


BUILT  COLUMN  SECTIONS 


FIG. I 


nG.2 


FIG.3 


11 


^ 


r" 


FIG.4 


FIG.5 


)        C 


)        < 


r  ^ 

L   J 


)    ( 


r  1 

L   J 


FIG.6 

)  C 


riL 


riG.7 


FIG.8 


FIG.9 


^ 

^ 

l__^^ 

^^^ 

•^ 

^ 

c 

)    ( 

) 

^ 

^ 

^ 

c 

)    ( 

) 

1^ 

■^J" 

'&^ 

"'""''^'" 

■■W" 

FIG.IO 


FiG.il 


FIG.I2 


jT   J"L  XT 


I 


.S8 


THE     PASSAIC     ROLLING     MILL     COMPANY.     39 


CHANNEL  COLUMN 


Z  BAR  COLUMN 


rirn. 


< 
< 
4 

1        < 
»       < 
P         c 

) 
> 
i 

c 
( 
< 

1       ( 

: , 

> 
> 
> 

c 

c 
c 

< 

1        < 
»        c 
1        ( 

■ 

) 
) 
1 
1 
> 

c 

•       ( 

> 

h51 

< 
c 
c 
( 
c 
< 
c 
< 

)       ( 
»      ( 

>  c 
)       ( 

»       c 

>  < 

>  < 
)      ( 
»      ( 
)      ( 

> 
> 

> 

> 

c 

< 
( 
( 

< 

( 
( 
< 
c 
< 

)       ( 
i      ( 

>  c 

>  < 

1       ( 

»       ( 
»        c 
»      ( 
»        c 

>  c 

1 
1 
1 
» 

> 

» 
1 
1 
( 
) 
1 

•  , 

O''- 

ml 

>9 

( 

p^Sl-.  1 

1 

Oc 

»         < 

l» 

0< 

( 

> 

«? 

M; 

'! 

• 

• 

t^^ 


rSTTS^S^T'^T^I^^? 


88- 


■SS 


40       THE     PASSAIC     ROLLING     MILL     COMPANY. 


APPROXIMATE  WEIGHTS  OF  STANDARD 
SEPARATORS  AND  BOLTS  FOR 


<■  S-1 


...  vv y 


STEEL  BEAMS. 

Spacing  of  Bolts, 

A  =  10"  for  20"  Beams. 
=  1"  for  15"  Beams. 
=    6"  for  12"  Beams. 


s -* 


U-  --W — ; 


Designation 

of 

Beam. 


Weight 
in  lbs. 


57  g      in  lub. 
Q--    per  foot 


20 
20 
20 
20 
15 
15 
15 
15 
15 
12 
12 
12 

10 
10 
10 
10 
9 
9 
9 
8 
8 
8 
7 
7 
6 
6 
5 
5 
4 
4 
4 


90 

80 

75 

65 

75 

661 

60 

50 

42 

50 

40 


40 

33 

30 

25 

27 

23i 

21 

27 

22 

18 

20 

15 

15 

12 

13 

9f 
10 
8 
6 


Widths,  in  inches, 

with  flanges 

X"  apart. 


Weights,  in  pounds, 
with  flanges  %"  apart 


Width 

of 

Girder, 

W 

13f 
13 

12f 
12i 

12f 

m 

12i 
llf 

lU 

llf 

lU 


105 
lOi 
10 
9! 
9f 
9i 
9i 
9f 
9 
8i 
8i 
8 

71 
7 

6i 
6i 
51 

5i 

4^ 


88- 


Width 
of  Sepa- 
rator, 

s 

6i 
6 

51 
51 
5f 
5f 
51 
5i 
5f 
5^ 
5f 
5 

4^ 
4t 
4f 
4f 
4^ 
4i 
4i 
4i 
4i 
4i 
3^ 
3i 
31 

3 


2i 


Weight 

of 
Separator 

22i 

2U 
20i 
20i 
12i 
12i 
12i 
llf 

Hi 

9i 
9i 
8f 

7 

7 

6f 

6f 

6 

5f 

5f 

5 

5 

4f 

4i 

4 

3 

3 

2i 

2 

li 

li 


Weight 

of 

Bolts. 


4 

4 

3f 

4 

4 

4 

3! 


04 
3f 


If 
If 
If 
If 
If 

1! 
If 
If 
If 
If 
If 
II 
If 
If 
li 


Separator 

and 

Bolts. 

26f 

25i 

24i 

24i 

16i 

16i 

16i 

15i 

15 

13 

13 

12i 

~^ 
8f 
8i 
8i 

7i 

7i 

6f 

6f 

6i 

6 

5f 

4f 

4f 

3f 

3i 

3 

3 

2f 


&  c.S  w 

T^  o  o  _ 


C    U)   I,   C 

3.7 
3.7 
3.7 
3.7 
2.4 
2.4 
2.4 
2.4 
2.4 
2.0 
2.0 
2.0 

1.5 
1.5 


O 


o 


1.1 

1.0 

1.0 
0.9 
0.9 
0.7 
0.7 
0.7 


o 

U 


O 


-82 


8S- 


■8S 


THE     PASSAIC     ROLLING     MILL     COMPANY.       41 


STANDAED    CONNECTION    ANGLES 

FOR  PASSAIC   STEEL  I  BEA^IS. 

The  standard  connection  angles,  for  the  principal  sizes  and 
weights  of  Passaic  steel  I  beams,  are  illustrated  on  the  fol- 
lowing pages.  These  connections  are  designed  on  the  basis 
of  an  allowable  shearing  strain  of  9,000  lbs.  per  square  inch, 
and  a  bearing  strain  of  18,000  lbs.  per  square  inch  on  bolts. 
The  number  of  bolts  is  dependent,  in  most  instances,  upon 
their  bearing  values  on  the  webs  of  the  beams. 

The  connections  are  proportioned  to  cover  most  cases  oc- 
curring in  ordinary  practice.  Where  beams  have  short  spans 
and  are  loaded  to  their  full  capacity,  it  may  be  found  neces- 
sary to  use  connections  having  a  greater  number  of  bolts  than 
is  used  in  the  standard  connections.  The  minimum  spans 
for  which  the  standard  connection  angles  may  be  used  are  given 
in  the  following  table ;  and  the  approximate  weights  of  the 
standard  connections  are  also  given. 

Connection  angles  may  be  riveted  to  the  beams,  instead  of 
being  bolted,  if  so  specified ;  but,  unless  ordered  to  the  con- 
trary, bolted  connections  are  generally  used. 

MINIMUM    SPANS 

FOR  WHICH    STANDARD    CONNECTIONS   CAN   BE   USED. 


Depth 

of 
Beam, 
Inches. 

?        Minimum 

Beam,        ^af^ 
Lbs.  per     .SP?"' 
Foot.       "^  F^^^- 

Weight 
of  one 
Connec- 
tion, 
Lbs. 

Depth 

of 
Beam, 
Inches. 

Weight 

of 

Beam, 

Lbs.  per 

Foot. 

Minimum 

Safe 

Span, 

in  Feet. 

Weight 
of  one 
Connec- 
tion, 
Lbs. 

20 

90 

20.5 

38 

9 

27 

10.5 

19 

II 

80 

18.0 

II 

II 

m 

7.5 

II 

II 

75 

16.5 

II 

II 

21 

9.0 

II 

II 

65 

18.0 

II 

.    8 

27 

6.0 

17 

15 

75 

16.0 

30 

II 

22 

9.0 

II 

II 

661 

15.0 

II 

II 

18 

7.5 

II 

II 

60 

16.0 

II 

II 

50 

15.5 

II 

7 

20 

7.0 

16 

II 

42 

14.0 

II 

// 

15 

6.5 

II 

12 

55 

13.5 

28 

6 

16 

7.0 

10 

II 

40 

12.0 

II 

6 

13 

6.5 

II 

II 

31i 

10.5 

II 

5 

13 

5.0 

10 

10 

40 

12.0 

20 

II 

9f 

4.5 

II 

// 

33 

11.5 

II 

4 

10 

2.5 

9 

// 

30 

9.0 

II 

II 

8 

2.5 

II 

II 

25 

10.5 

II 

II 

6 

2.5 

II 

W 

eights  of  Connectio 

ns  do  no 

t  include 

bolts  for 

field  use. 

$8 

*c 

^ 


■8? 


42      THE     PASSAIC     ROLLING     MILL     COMPANY. 


STANDARD  BEAM  CONNECTIONS 


ir> 
I 

X 
X 

CM 


H 


o  ^r 

X 

'(0 
Ci 


[jT- 



1 

-  -  -  \C 

|!^ 


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• 0- 


II 


-  -  ^- 

CVil 


3^^-*   !  3!^2       3^ 


LO 


-1 

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^  1 
^ 

o 

z 
< 

'i 

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1 

ii 

— A 

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L 

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1 

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4- 

1 

H 


o 

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X 
X 

<o 

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CVJ 


-3  ...3 


CM 

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nr 


H 
00 


tn 

I 

\^ 

,      X 

X 

vi 
J 
(VJ 


te  ALL  HOLES 


i'^'?*ii 


VOR  r  BOLTS    ^^^^ 
OR    RIVETS    UKTTTs'i! 


88- 


^ 


■85 


THE     PASSAIC     ROLLING     MILL     COMPANY.       43 


STANDARD  BEAM  CONNECTIONS 


H 
O 


H 

lO 


H 

CVJ 


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.    X 

-I 

N 


ii 

O 

>   I 

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1.-3  ■*-  3 


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S8. 


l<--3 -»*--3  "'f'- 3  -»»--3-->* 


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CO 
LU 

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44      THE     PASSAIC     R.OLLING     MILL     COMPANY. 


STANDARD   SPACING  AND  DIMENSIONS  OF 

RIVET  AND  BOLT  HOLES  THROUGH  FLANGES 

AND  CONNECTION  ANGLES  OF  I  BEAMS. 


-e--e-©--G 


^^/^j^^'^^^^^j^-^^^^'^'^/''/^^ 


-o-e--o--G- 


Depth, 

in 
[nches. 

Weight 
per  Foot, 
Pounds. 

Dia.  of 
Bolt  or 
Rivet,  in 
Inches. 

a, 

in  Ins. 

in  Ins. 

Depth, 

in 
Inches. 

Wght 

per 

Foot, 

P'nds, 

Dia.  of 

Bolt  or 

Rivet,  in 

Inches. 

a. 

in  Ins. 

20 

90 

1 

4 

5| 

9 

27 

1 

2h 

20 

80 

Sh 

5^ 

9 

231 

3 

2h 

20 

75 

1 

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5iJ 

9 

21 

i 

2h 

20 

65 

1 

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8 

27 

1 

2i 

15 

75 

1 

Si 

5ii 

8 

22 

1 

2I 

15 

66§ 

1 

3A 

5§ 

8 

18 

3 

3 

2^ 

15 

60 

1 

3* 

5^ 

7 

20 

f 

2| 

15 

50 

1 

H 

5/s 

7 

15 

2 

15 

42 

1 

H 

51 

6 

15 

1 

2 

12 

55 

3^ 

51 

6 

12 

1 

If 

12 

40 

1 

3^ 

51 

5 

13 

i 

If 

12 

31i 

i 

3 

51 

5 

9f 

h 

1^ 

10 

40 

i 

2f 

5A 

4 

10 

i 

U 

10 

33 

i 

21 

51 

4 

7h 

h 

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10 

30 

3 

2^ 

5/5 

4 

6 

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1^ 

10 

25 

i 

2i 

5x«s 

-G--0--0-  -4- 


Qti.  v^/>///////////////Ma   , 


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Cj 


^i-^:t>y/i!KA 


a  b 


CHANNELS. 

ANGLES. 

Depth, 

in 
Inches. 

Weight 
per  Foot, 
Pounds. 

Dia.  of 

Bolt  or 

Rivet,  in 

Inches. 

a, 

in  Ins. 

b, 

in  Ins. 

5j 

L'gth 
ofLeg, 

in 
Inches. 

Dia.  of 
Bolt  or 
Rivet,  in 
Inches. 

c, 

in  Ins. 

a, 

in  Ins. 

b, 

in  Ins. 

15 

40 

3 

2\ 

6 

1 

4^ 

2i 

2\ 

15 

33 

1 

2^ 

51 

5 

i 

3^ 

2 

If 

12 

27 

1 

U 

5f 

4^ 

1 

2^ 

2 

li 

12 

20 

1§ 

5i 

4 

1 

2i 

If 

1 

10 

20 

1 

1^  . 

5t^h 

3* 

I 

2 

10 

15 

1 

u 

5i 

3 

1 

If 

9 

16 

3 

If 

5i 

2^ 

1 

1| 

9 

13 

f 

u 

5i 

21 

1 

li 

8 

13 

u 

5i 

2 

1 

li 

8 

10 

1 

u 

5x\ 

If 

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1 

7 

13 

f 

li 

5i 

H 

% 

I 

7 

9 

1 

u 

5t\ 

li 

% 

I 

6 

17 

If 

5f 

6 

12 

1 

lA 

5i 

6 

8 

6 

5A 

5 

9 

1 
3 

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5 

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5t1t 

4 

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1 
5 

1 

5i 

4 

5 

h 

7 
5 

5t^s 

4 

52- • 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.        45 


EXPLANATION  OF  TABLES 

OF  THE  PEOPERTIES   OF  PASSAIC 
STRUCTURAL  SHAPES. 

The  properties  of  I  beams  are  calculated  for  the  principal 
weights  of  beams  usually  rolled.  The  increase  of  the  coef- 
ficients of  strength  for  I  lb.  increase  in  the  weights  of  the  beams 
is  given,  by  means  of  which  the  coefficients  of  strength  for 
intermediate  or  heavier  weights  of  beams  can  be  obtained,  by 
multiplying  the  increase  of  the  coefficient  for  i  lb.  by  the 
number  of  lbs.  the  section  is  heavier  than  the  section  given  in 
the  table. 

The  properties  of  channels  are  given  for  the  minimum 
weights  of  each  section.  The  increase  of  the  section  modulus 
and  of  the  coefficient  of  strength  is  given  for  i  lb.  increase  in 
the  weights  of  the  channels.  The  coefficient  of  strength  for  the 
heavier  weights  of  channels  can  be  obtained  by  increasing  the 
coefficient  of  strength  given  for  the  minimum  weight;  such  in- 
crease being  obtained  by  multiplying  the  increase  of  the 
coefficient  for  i  lb.  by  the  number  of  lbs.  the  section  is 
heavier  than  the  minimum  section  given.  The  section  modu- 
lus for  heavy  sections  may  be  obtained  in  the  same  way. 

The  properties  of  Tees  are  calculated  for  all  weights  rolled. 
The  horizontal  portion  of  the  T  is  called  the  flange,  and  the 
vertical  portion  the  stem.  For  the  position  of  the  neutral 
axis  parallel  to  the  flange,  there  are  two  values  of  the  sec- 
tion modulus,  and  the  smaller  only  is  given,  as  the  fiber  strain 
calculated  from  it  gives  the  greater  strain  in  the  extreme  fibers. 

The  properties  of  angles  are  calculated  for  the  minimum  and 
maximum  weights  of  each  size  of  angle.  The  section  modulus 
and  the  coefficient  of  strength  for  weights  intermediate  between 
the  minimum  and  maximum  are  approximately  proportional 
to  the  weights.  There  are  two  values  of  the  section  modulus  for 
each  position  of  the  neutral  axis,  since  the  distance  between 
the  neutral  axis  and  the  extreme  fiber  is  greater  on  one  side 
of  the  axis  than  on  the  other  side.  The  section  modulus  given 
in  the  table  is  the  smaller  of  these  two  values. 

ii 8S 


^- 85 

46       THE     PASSAIC     ROLLING     MILL     COMPANY. 


The  properties  of  Z  bars  are  calculated  for  thicknesses 
varying  by  ye"  for  each  size. 

The  coefficients  of  strength  are  calculated  for  a  fiber  strain 
of  16,000  lbs.  per  square  inch,  for  all  shapes.  This  corresponds 
to  a  strain  of  |^  the  elastic  limit  of  the  structural  steel  ordinar- 
ily used,  and  provides  an  ample  margin  of  safety  for  building 
construction  or  other  purposes  where  the  loads  are  quiescent 
or  nearly  so.  If  moving  loads  are  to  be  provided  for,  the  fiber 
strain  should  not  exceed  12,000  lbs.  per  square  inch.  The 
coefficients  of  strength  for  I  beams  and  channels  are  also  calcu- 
lated for  a  fiber  strain  of  12,000  lbs.  per  square  inch.  If  a  load 
is  suddenly  applied,  it  produces  an  effect  double  that  produced 
by  the  same  load  in  a  quiescent  state,  so  that  where  structures 
are  subjected  to  the  sudden  application  of  loads,  as  in  railroad 
bridges,  still  smaller  fiber  strains  than  those  given  in  the  ta- 
bles must  be  used.  As  the  coefficients  of  strength  are  propor- 
tional to  the  fiber  strains  assumed,  they  can  readily  be  deter- 
mined for  any  assumed  fiber  strain  by  proportion.  Thus,  the 
coefficient  of  strength  for  a  fiber  strain  of  8,000  lbs.  per 
square  inch,  will  be  |-the  coefficient  for  16,000  lbs.  fiber  strain. 

The  coefficients  of  strength  given  in  the  tables  furnish  an 
easy  means  of  determining  the  safe  uniformly  distributed  load 
on  any  shape,  by  simply  dividing  the  coefficient,  given  for  the 
shape,  by  the  length  of  the  span,  in  feet;  the  quotient  being 
the  safe  uniformly  distributed  load  in  lbs.  Thus,  if  it  is  de- 
sired to  find  the  safe  uniformly  distributed  load  on  a  12"  X  40 
lb.  I  beam  on  a  span  of  20  ft.,  allowing  a  maximum  fiber  strain 
of  16,000  lbs.  per  square  inch,  it  is  only  necessary  to  divide  the 
coefficient,  500, ;'oo,  given  in  the  table  of  properties,  by  20;  the 
quotient  being  25,005,  which  is  the  safe  load  required,  in  lbs., 
including  the  weight  of  the  beam  itself.  If  a  section  is  to  be 
selected  to  sustain  a  certain  load,  for  a  given  length  of  span, 
it  will  only  be  necessary  to  obtain  the  coefficient  of  strength 
required  and  refer  to  the  tables  for  the  section  having  a  coef- 
ficient of  that  value.  The  coefficient  required  is  obtained  by 
multiplying  the  uniformly  distributed  load,  in  lbs.,  by  the 
length  of  span  in  feet.  Thus,  if  it  is  desired  to  find  the 
size  of  an  I  beam  required  to  carry  a  uniformly  distributed 
load  of  30,000  lbs.,  including  its  own  weight,  on  a  span  20  ft. 
between  supports,  allowing  a  fiber  strain  of  16,000  lbs.  per 

88 ' ^ 


^ 8S 

THE     PASSAIC     ROLLING     MILL     COMPANY.       47 


square  inch,  the  coefificient  required  is  obtained  by  multiplying 
the  load,  in  lbs.,  by  the  span,  in  feet,  thus  ; 

C  =  30,000  X  20  =  600,000  =  Coefficient  required, 
and  by  reference  to  the  table  of  properties  of  I  beams,  it  will 
be  found  that  a  15"  I  beam,  weighing  42  lbs.  per  foot,  has  a 
coefficient  of  strength  of  611,000  and  is  sufficient  for  the  pur- 
pose. 

If  the  load  is  not  uniformly  distributed,  but  is  concentrated 
at  the  center  of  the  span,  multiply  the  load  by  2  and  consider 
the  result  as  a  uniformly  distributed  load. 

If  the  load  is  not  uniformly  distributed,  or  not  concentrated 
at  the  center  of  the  span,  the  bending-moment  in  foot-lbs. 
must  be  obtained;  this  bending-moment  in  foot-lbs.  multi- 
plied by  8  will  give  the  coefficient  required.  Formulse  for  the 
bending-moments  for  most  cases  occurring  in  ordinary  prac- 
tice are  given  on  pages  88-92.  The  bending-moment  will 
be  in  foot-lbs.,  if  the  lengths  are  taken  in  feet. 

The  section  modulus  is  used  to  determine  the  fiber  strain 
per  square  inch  on  a  beam,  or  other  shape,  subjected  to  bend- 
ing, by  simply  dividing  the  bending-moment  expressed  in 
inch-lbs.  by  the  section  modulus.  The  section  modulus  is 
also  used  to  guide  in  the  selection  of  a  beam,  or  other  shape, 
required  to  sustain  a  given  load.  The  section  modulus  required 
is  obtained  by  dividing  the  bending  moment,  in  inch-lbs.,  by 
the  allowable  fiber  strain  per  square  inch. 

The  use  of  the  radii  of  gyration,  given  in  the  tables  of  prop- 
erties for  all  sections,  is  explained  in  connection  with  the  ta- 
bles of  the  strength  of  columns.     . 


28 _ .^ 


58 
48 

THE     PASSAIC 

ROLLING     MILL     COMPANY. 

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1,606,400 
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344,000 

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lOOS  — 

o 

1) 

T^     f\\ 

•v       •n, 

pD 

"3 

8  2i 

t^  Oi 

O)  00 

t^  CO  ^ 

O  C0(7i 

1-H 

us 

h^ 

13. 

Uc^ 

(M  O) 

tH 

1-1 1-1 

Ol 

£ 

1^ 

c  id 

3 

H 

en 

o^ 

00  tH 

iOt-i 

o  -^  o 

Tf  i^  o 

o 

_c 

'S 

•3  3 

lO  r-\ 

tH  00 

CO  (M  'ti; 

O  CO  C<1 

T-l 

'p 

1 

3 
V 

U  T3 
«  o 

(?ioi 

r-H  d 

1— 1  T-^  o 

r-^  O  d 

o 

s 

o 

o     . 

■£.2 

o  l^ 

O  CO 

J^OO 

coco  w 

Ci 

hH 

lu  u 

CO  CO 

CO  uo 

Oi  C^  CD 

(74  lO  O) 

o 

-^ 

}>  o 

(>}  -H 

CO  CO  o 

ifid  d 

d 

a; 

TJl 

§ 

^ 

m 

'a 

< 

■*  Ci 

lO  rH 

^  CQ  00 

0>i0  0 

0^ 

'  ^ 

c  u  >  -"^ 

oo^ 

t-,  CO 

O  Ci   Tf 

CO  O  't 

CO 

PM 

Dista 

Cent 
Gra 

from 
Inc 

rHO 

d  d 

•r^<^<Zi 

rndd 

d 

fe 

"*-    _r  ni      . 

^ 

o 

O    C    Ji    cfl 

u  t!  -'  ,> 

CD  O 

t^  r>. 

O  CO  —1 

00  00  00 

o 

"5 

O  O 

o  o 

J^  QO  CO 

-^  00  o 

Ci 

<|<^J 

CO  IC 

CO  CO 

CO  oi  G^ 

CO  rH  -H 

d 

^ 

V4-I 

hH 

III 

COO 

lO   -Tf 

LO  00  Ci 

CTi  '*  J> 

1— 1 

t/; 

1)   ,      3 

O  l^ 

cod 

oJ  ci  t>l 

—  CD  uO 

CO 

c 

OJ  — 

1-1  i-H 

i-H 

tH 

, 

^ 

CL^ 

«:|oor^]>< 

r-.i»)n|» 

.-.|?jn|x«|x) 

H(n?:|xm|» 

H'* 

o 

O 

J3    4J    O 

u 

P^ 

Ph 

Size  of 

in  inches, 

flange 
by  stem. 

•^  -5* 

CO  5? 

CO  CO  c<> 

-^  (?<^' 

T-l 

XX 

XX 

XXX 

XXX 

X 

O  CO 

o  o 

■^  -^  -^ 

CO  CO  CO 

^!-* 

c^ 

^^ 

« 


?2 

THE 

PASSAIC     ROLLING     MILL 

COMPANY. 

53 

PROPERTIES  OF  PASSAIC   STEEL 

ANGLES 

OF  MAXIMUM  AND  MINIMUM  THICKNESSES  AND  WEIGHTS. 
EQUAL  LEGS. 

Size  of  Angle, 
in  inches. 

<u 

o 
_c 

in 

u 

c 

o 
o 

fa  . 

it 

<D    o 
(0    o   f. 

is-s 

^   >   C 

t;!Ofa 

«  bJ3 
'S  c 

S  ft 

I 

o  V 

tn 

a  a 

.2  f> 
"B 

CO 

a 

u 

^  ifi 

c  '^ 

ifi  "^ 

V 

o 
U 

c 

c 
o 

1  ^ 

Si    in 

O   rt 

■-3  « 

r 

2-: 

Pi  '^ 
r' 

6  X6 
6  X6 

i 

34.0 
14.8 

10.03 
4.36 

1.87 
1.64 

35.3 
15.4 

8.17 
3.52 

87,100 
37,500 

1.87 
1.88 

1.20 
1.20 

5  X5 
5  X5 

f 

8 

24.2 
J2.3 

7.11 
3.61 

1.56 
1.39 

17.0 

8.74 

4.78 
2.42 

51,000 
25,800 

1.55 
1.56 

1.00 
1.00 

4  X4 
4  X4 

1% 

20.8 
8.16 

6.11 
2.40 

1.35 
1.12 

9.45 
3.72 

3.32 
1.29 

35,400 

13,800 

1.24 
1.24 

.80 
.80 

3^X3^ 
3ix3i 

f 

T^ 

13.5 
7.11 

3.98 

2.09 

1.10 
0.99 

4.33 
2.45 

1.81 

.98 

19,300 
10,400 

1.04 
1.08 

.70 
.70 

CO  CO 

XX 

coco 

1 
1 
4 

12.1 
4.9 

3.56 
1.44 

1.03 
0.84 

3.20 
1.24 

1.48 

.58 

15,800 
6,190 

.94 
.93 

.60 
.60 

2iX2i 
2|-X2i 

7.85 
4.05 

2.31 
1.19 

0.82 
0.72 

1.33 

0.70 

.76 

.40 

8,160 
4,270 

.76 

.77 

.50 
.50 

2ix2i 
2ix2i 

7.J7 
2.75 

2.11 
0.81 

0.78 
0.63 

1.04 
.39 

.65 
.24 

6,940 
2,590 

.70 
.69 

.45 
.45 

2  X2 
2  X2 

i 

6.32 
2.41 

1.86 
0.71 

0.72 

0.57 

.72 

.28 

.51 
.19 

5,440 
2,030 

.62 
.62 

.40 

.40 

ifxlf 

IfXlf 

4.72 
2.11 

1.39 
0.62 

0.61 
0.51 

.39 

.18 

.32 
.14 

3,450 
1,490 

.52 
.54 

.35 
.35 

Hxii 
lixll 

3 

8 

3.33 

1.80 

0.98 
0.53 

0.51 
0.44 

.19 

.110 

.19 

.104 

2,000 
1,110 

.44 
.46 

.30 
.30 

UxU 
HxH 

8 

2.55 
1.02 

0.75 
0.30 

0.46 
0.35 

.123 
.044 

.134 
.049 

1,370 
525 

.40 

.38 

.25 
.25 

1  xi 

1   XI 

1 

4 

1.57 

0.78 

0.46 
0.23 

0.36 
0.30 

.045 
.022 

.064 
.031 

682 
330 

.31 
.31 

.20 
.20 

ix  i 

s 

0.99 

0.68 

0.29 
0.20 

0.29 
0.25 

.019 
.014 

.033 
.022 

352 

240 

.26 
.27 

.175 
.175 

fx  f 
fx  f 

t 

0.85 
0.58 

0.25 
0.17 

0.26 
0.23 

.012 
.009 

.024 
.017 

256 
181 

.22 
.23 

.15 

.15 

Coeffic 

;ients 

of  stre 

ngth  ar 
i6,oo 

e  calcu 
o  lbs.   T 

lated  for 
)er  squar 

a  max 
e  inch. 

imum  fib< 

;r  strair 

1  of 

88- 


•88 


54      THE      PASSAIC      ROLLING      MILL     COMPANY. 


88. 


UM  AND   MINIMUM 

Least 
Raduis 

of  Gyra 
tion, 
Axis 

diagonal. 

X  O) 

CO  cc   -X    rH 

X  l^  i^  l^ 

iV  2 

i>  i3  oo 

bO 

c 

OJ 

ho 

C 
o 

hJ 

o 

iH 

0! 
Ph 
."" 

< 

3 
O 

:z; 

Radius 

of 
Gyra- 
tion. 

T-4  1—1 

1-1  CO  o  o 

O  O  X  X 

X  X 

uc  i>  cc  o 

O  O'  X  X 

1— 1 1—1 

T^    1—1 

tH  1—1 

Co- 
efficient 

of 
Strength. 

41,000 
17,000 

25,500 

12,900 

19,700 

7,990 

ii 

x"i>r 

1-1 

24,800 
10,600 
13,600 

7,890 

Section 
Modu- 
lus. 

S§ 

Cj  1-1  iC  iC 
cc  Ol  X  J> 

cc  O  X  Tt 
CC'  O  Ci  l^ 

1-  ^ 

CC  tH 

CO  ^  tH 

1—1 

CO        1-^ 

Moment 

of_ 
Inertia. 

T— i    O 

X  c; 

cc  X  i^  UC 
CO  ^  CO  t» 

£g 

cc  L.C  cc  l-C 

X  O  i>  o 

o 

OF   MAX 
EIGHTS. 

1-1  -^ 

1— i 

O  cc  -"^  r-l 

cc^ 

lO  coco  1-^ 

vO 

Distance  of 
Center  of 

Gravity 
from  back 
of  Flange, 

Inches. 

X  '^ 
tH  CI 

7-*. 

cc  O  X  X 
O  X  x«o 

1—1 

Ci  1> 

CO  cc  J>  o 

tH  ox  t^ 
1—1 

<*- 
o 

"5 

t/3 

EL  ANGLES 
SSES  AND  W 

UNEQUAL  LEGS. 

tJO 

c 

O 
O 

Ph 

'S 
<J 

13 
)-i 

3 

Radius 

of 
Gyra- 
tion. 

C5  O  COt-I 
uC  O  O  O 

cc  uC 

"*  o  cc  l^ 
Oi  CO  c^  c^? 

. 

.       ■ 

,                      . 

fc 

Co- 
efficient 

of 
Strength. 

oo 
oo 
1—1  -^ 

X  cc 

O  O  O  o 

■o  o  o  o 

cc  -^  O  1— 1 

x'-^'x^o" 

•^  CO  -^  CO 

x"o" 

CCi-i 

31,400 
13,200 
24,600 
13,100 

9 

Section 

Modu- 

his. 

ci  t^> 

X  cc^ 

cc  oo  o 

LC  CO  O  X 

O"^ 

UC  'Sf  rH  fC 
OCOCC  CO 

i^  cc 

"*    CO    -^    T-l 

CC  rH 

CO  rH  CO  1-1 

Moment 

of 
Inertia. 

X  lO 

lO  X  -^  o 
1-1  l>  oco 

CCJ> 

CO  i^  ^  X 

rH  UC  O'  cc 

'5 

OF   PASSAIC 
THK 

CC'   T^ 

uC  t^  '^  O 
1—1        1—1 

O   Tf 

1— i 

X  cc  o  cc 

13 

Distance  of 
Center  of 

Gravity 
from  back 
of  Flange, 

Inches. 

O  "* 
OiCi 

X  1-1  O  X 

1>  ^c  o  o 

i>  X  i^  o 

cc  rH  cc  CO 

p 
5 

CO  1-1 

1—1  1—1  rH  rH 

1— 1 1-1 

tH  rH  rH  rH 

Area  of 
Section, 
Square 
Inches. 

cc  o 

00  CC' 

X  lO  X  o 
oo  O'^ 

uc  cc  O  CO 

cc  UO 
<MCO 

cc  L.C  X  o 
CO  CQ  o  o 

oco  cc(?i 

to 

o 

m 

Weight 

per  foot. 

Lbs. 

•rf  cc 

cc  Tf  cc  1— 1 

xo 

lC        t^ 

^s 

o  o  ox 

W  1-1  tH 

1-1 

t^  i>  cc  r^ 

tH          tH 

5£ 

O 
P^ 
Oh 

Thick- 
ness, 
Ins. 

1>|5CCC|X 

rt|-tK|xK)-i-ir:i^ 

cc|^i.'.p 

«i-t.f;|^>j:|xicl~ 

o 

o 

u 

Size  of 

Angle, 

in  Inches. 

XX 

cc  cc  cc  cc 
XXXX 

uC  t-C  t.C  uC 

cccc 
XX 

cc  cc'cc  cc 
XXXX 

■<^   -^   -^   Tf 

? 

8S- 


-S8 


THE     PASSAIC     ROLLING     MILL     COMPANY.      55 


P 


O  H 


^.^ 


^  I— I 


O 
O 


'^   ci 


o 


1-1       "v  Wl    r» 


"B 


u, 


^:  cc  00  iTi 
:o  ?c  in  to 


o  m  -^  -^ 


t^  O  CO  -^ 
X  Ci  t>  J> 


CO  O  lO  i>. 

t^  i^  o  lt: 


if5  O 
CO  -^ 


SO  CO 


CO  CO 


rH  CO 


O  O'  o  o 
X  00  Ci  i^ 

o  cc  ^  CO 


■^  i^  c;  -^ 


o    =     . 
o  c   = 


§  ^ 


?^  CO  o  — 

n  i>  00  -T 


lO  X  '-<  X 
l^  uo  '■^  l>. 


50  --1  — 


O  C;  O  O 
«^  -^  rH  t^ 
-^  OJ  o  t^ 


-t*  O  CO 


o  o 

CO  t^ 

Ci  rH 


o  o 

o  o 


CO  CO 


CO  CO 
CO  CO 


to  O  t^  <12 
X  -^  Tf  CO 


CO  -^  r>.  C5 

O  t^  O  CO 


Ci  CO 


CO  lO 
CO  ^ 


XCi 
CO  ^ 


X  re 

o  o 


P4 


u  "  °  g 


CO  1—  O  r-. 

Ci  X  t^  CC; 


w  O  O  CO 


o  o  o  ~ 
O  CO  X  Oi 
t^  CO  O)  o 

x'^o'^i-TiC 


o  toco  UO 

l^  Ci  O  i- 


u  ^ .  -  5  s  u 
aii  >-  rtJ5 
«  -  g  pp  u 

.i  So  5;^  = 
a-'     <i:  o 


-H  CO  cc  o 
^  CO  J>  X 


•^  CO  CO  1-1 


Ci  O  X  c: 

t>.  o  o  -^ 


c^)  r>. 

Tj"  CO 


CO  uO  CO  1^ 
C5  05  Ci  Ci 


O  CO 


o  o  o  o 

O  i^  i^  CO 

crLrTo^uf 


r-l  CD  O  -^ 
CO  lC  O  UO 


■^  r^  C\>  c; 
•^  1-1  o  o 


CO   T-l   T-(  tH 


o  o 

■rj"  lO 

co'co" 


X  Ci 

CO  Ci 


CO  CO 


o  o 
rTcf 


L-^  CO 

CO  oq 


CO  rf- 
uO  CO 


CO  CO  "^  r-( 
-H  O  CO  rH 


■^  rH  X  O 

O  C5  o  c 


O   C   O   in 

rt.2  f3^ 

■%  J/2  X  I— I 


t^  CO  CO  -^ 
CO  05  r-i  TJ" 


CO  rH  CO  tH 


■^  rH  lO 

X  CO  c> 


CO  tH  CO  .-^ 


CO       o 
uO  uo  CO  C; 


CO  CO  O  Tf 


'•':l*":G-'f-l-* 


.N    C    C 


Ci  lO  lO  L.O 

CO  ■<*  CO  o 


en  -^  i>.  -^ 


O  lO 
X  j> 


O  CO 


-*  X 
w  CO 


n— N'H'N'-'* 


xxxx  xxxx 

— 'rj— i-N_j',-N_i>j  I  j^  CO  CO  CO 
CO  CO  CO  CO 


-M 


O  Ci 


CO  Ci 
■^  rH 
Uf  CO 


lO  CO 


O  CO 

■^  c^ 


CO  CO 


CO  CO 


rH  CO 


O  CO 


■^  X 

CO  CO 


CO 


':£«tS 


«,-«—.■»  ccl-f irt-t 


xxxx 

-'^■-'t   CO  CO 
CO  CO 


l^  CO 


iC  C) 


XX 


CO  C)       i-. 
O  -^      ci 


58 S 

56        THE     PASSAIC     ROLLING     MILL     COMPANY. 

AEEAS 

OF    PASSAIC    STEEL  ANGLES. 

Size  of 

Angle, 

in  Inches. 

Areas,  in  Square  Inches,  for  diflferent  Thicknesses. 

2.40 

2.25 

2.40 
2.25 
2.09 

2.09 
1.93 

¥' 

4.36 
3.61 

3.61 
3.05 
2.90 

2.71 

2.90 
2.71 
2.53 

2.53 
2.30 

5.11 
4.23 

4.23 
3.58 
3.31 

3.09 

3.31 
3.09 

2.87 

2.87 
2.71 

¥' 

5.86 
4.86 

9   // 

6.61 

5.48 

5// 

» 

7.36 
5.86 

5.86 
4.92 

4.68 

4.30 

4.61 
4.30 

3.98 

3.98 
3.67 

w 

7.78 
6.48 

6.48 
5.45 
5.18 

4.76 

5.11 
4.76 

3." 

4 

8.52 
7.11 

7.11 

5.98 
5.68 

5.23 

5.61 
5.23 

w 

9.28 
7.73 

6.11 

8 

6X6 
6    X4 

10.03 
8.34 

5    X5 
5    X3i- 
5    X3 

4.86 
4.11 
3.81 

3.56 

3.81 
3.56 
3.31 

3.25 
3.00 

5.48 
4.64 
4.18 

4.03 

4.31 
4.03 
3.75 

3.69 
3.41 

4iX3 

4    X4 
4    X3i 
4    X3 

3ix3^ 
3ix3 

Size  of 

Angle, 

in  Inches. 

Areas,  in  Square  Inches,  for  different  Thicknesses. 

¥' 

.30 

.30 
.23 
.20 
.17 

.81 
.67 

.71 

.67 

.62 
.53 
.45 

.43 
.34 

.29 
.25 

4 

1.44 

1.44 
1.31 
1.19 

1.19 

1.06 
.90 

.94 

.90 

.81 
.69 
.56 

.59 
.46 

Si    II 
1% 

1.81 

1.78 
1.66 
1.50 

1.46 

1.34 
1.07 

3.// 

» 

2.11 

2.15 
1.92 
1.73 

1.78 

1.55 

7   // 

"re 

2.48 

2.43 
2.27 
2.04 

2.00 

1.83 

1.61 

1.39 

2.75 

2.81 

2.50 
2.25 

2.31 

2.11 

1.86 

3.13 

3.18 

2.84 

5.11 

\\" 

3ix2i 

3.56 

3    X3 
3    X2i 
3X2 

2ix2i 

2ix2l 

2ixH 

2    X2 

2    Xlf 

1.19 
1.07 

1.03 

.87 
.72 

.75 

1.36 

1.17 

.98 

ifxif 
HxU 
ifxii 

lixii 

1    XI 

^x   ^ 
fx   f 
88 

8S 

THE     ] 

PASSAIC     ROLLING 

MILL     COMPANY 

57 

WEIGHTS 

OF    PASSAIC    STEEL  ANGLES. 

Size  of 

Angle, 

in  Inches. 

Weights  per  foot  for  different  thicknesses. 

-iV 

a." 

8 

tV" 

i" 

t^'^ 

f" 

1 1/1 

f" 

it" 

8 

6X6 
6    X4 

14.8 
12.3 

17.4 
14.4 

19.9 
16.6 

22.525.0 

18.619.9 

1 

26.4 
22.0 

29.0 
24.2 

31.5 
26.2 

34.0 

28.4 

5X5 
5    X3|- 
5    X3 

8.16 

12.3 
10.4 

9.86 

14.4 
12.2 
11.2 

16.5 
14.0 
13.0 

18.6!l9.9 
15.816.7 
14.215.9 

21.8 

18.5 
17.6 

24.2 

20.3 
19.3 

4ix3 

7.65 

9.21 

10.5 

12.1 

13. 714. e 

16.2 

17.8 

4    X4 
4    X3i 
4    X3 

8.16 
7.65 
7.11 

9.86'll.2 
9.2110.5 

8.60   9.80 

12.9 
12.1 
11.3 

14.: 
13.-3 
12.: 

^15.7 
^4.6 
'13.5 

17.4 
16.2 

19.1 

17.8 

20.8 

3ix3i 
3ix3 

7.11 

6.56 

8.60 

7.82 

9.76 
9.21 

11.0 
10.2 

12. £ 

11. e 

>13.5 
)12.5 

Size  of 

Angle, 

in  Inches. 

Weights  per  foot  for  different  thicknesses. 

8 

'h" 

¥' 

-iV 

3.// 

8 

-.Y 

¥' 

9" 

8 

H" 

3ix2i 

4.90 

6.15 

7.17 

8.43 

9.35 

10.6 

3X3 
3    X2i 
3    X2 

4.90 
4.45 
4.05 

6.05 
5.64 
5.10 

7.30 
6.53 

5.88 

8.26 

7.72 
6.94 

9.56 

8.50 
7.65 

10.8 
9.69 

12.1 

2ix2i 

4.05 

4.96 

6.05 

6.80 

7.85 

21  X2i 
2iXli 

2.75 

2.28 

3.60 
3.06 

4.56 
3.64 

5.20 

6.22 

7.17 

2    X2 

2    X  If 

1.02 

2.41 

2.28 

3.19 
3.06 

4.05 
3.64 

4.62 

5.47 

6.32 

If  xif 
HxU 
ifxii 

2.11 

1.80 
1.53 

2.75 
2.35 
1.90 

3.50 
2.96 
2.45 

3.98 
3.33 

4.72 

lixU 

1    XI 

.   ix   ^ 

1.02 

.78 
.68 
.58 

1.46 
1.15 

.99 

.85 

2.01 
1.57 

2.55 

8 

58 

THE     PASSAIC     ROLLING     MILL    COMPANY. 

— « 

PROPERTIES   OF   PASSAIC   STEEL   Z   BARS. 

Least 
Radius  of 
Gyration, 
neut.  axis 
diagonal. 

CO  -^  -^ 

QO  00  X_ 

1 

1— 1  OJ  "<* 

00  00  GO 

o  o  o 

-H  CO  CO 
X  00  00 

odd 

uO  CO  t^ 

l>.  i>.  i> 

Tf  uO  CO 

l>  l>.  1> 

0.73 

0.75 
0.76 

c 

4) 

'u 

s 

'8 

in 

< 

3 

67,500 
78.600 
89,800 

92,400 
102,600 
112,800 

112,300 
121,800 
131,200 

42,700 
51,100 

59,500 

61,400 
69,000 
76,600 

75,800 
82,700 
91,500 

1-1  CO  rf 
1^  -^  -^ 

l^  Ci   r^ 

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lO  l^  X 

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Ci  -^  o 

O  i-O  c* 

O  -^  C5 

O  T  C5 

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CO  '^  ^ 

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1-1  05  00 

Ci  CJ  "^ 
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rf  l>  X 
Tr  COrH 

X  uOO 

rHCO  CO 

lO  rH  CO 
O  O  O 

J>  CO  CO 
CO  X  CO 

C5  O  C» 

1—1 1-1 

Ci  "^CO 
rH  tH  I— 1 

uO  l^  Ci 

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c 
1) 
a. 
ii 
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p. 

in 

< 

1 
3 

90,000 
104,800 
119,700 

123,200 
136,700 
150,400 

149,800 
162,300 
174,900 

57,000 
68,200 
79,400 

81,000 

91,900 

102,100 

101,000 
110,300 
122,000 

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CO  CO  CO    d  C<1  c< 

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. 

. 

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tl   o 

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2.5 

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CO  QCi  CO 

•«!f  CO  X 

CO  00  r^ 

CO  CO  CO 
tH  rH  CO 

CO  X  i> 
CO  rH  O 

O  CO  CO 
rH  X  lO 

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0  03"* 
Qi  C<i  CO 

Tt  GO  CO 
CO  CO  TT 

CO  COO 
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cocoes 

C:  —  rf 
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CO  COC3 
COCOC>i 

rt 
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of 
Section, 
Sq.  Ins. 

O  CO  1-H 

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CO  -^  OJ 

CO  o  r^ 

CO  Tf  rH 

O  O  1-1 
•*  rH  00 

to  -^  ■* 

COO)  CO 

CO  rf  CO 
05  CO  CO 

tT  uO  CO 

CO  t^  00 

XCfiO 

1-H 

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CO  t^x 

lU 

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t>.    Tt   O 

cooco 

CO'C.  "* 

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uO  00  i-i 
1-1  r-  c* 

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coco  CO 

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i>  O  CO 

1-  coco 

coco  X 

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H 

ness  of 

Metal, 

Ins. 

iqx 

«|x 

-a 

of 

Flange, 

Ins. 

-to 

CO  CO  CO 

-Hi'N-i.-iKlX 

CO  CO  CO 

-to 
^'N^'!— mix 

CO  CO  CO 

CO  CO  CO 

-:-*'-'l^M|x 
CO  CO  CO 

CO  CO  CO 

a 
Q 

of 
Web, 
Ins. 

:o  CO  O 

o  ciTcb 

H--;x 
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-P-lx 

l^  >^  o 

i^-lx 

1.0  i-O  o 

1.0  UO  lO 

■^ 


THE     PASSAIC    ROLLING    MILL    COMPANY. 


59 


Least 
Radius  of 
Gyration, 
neut.  axis 
diagonal. 

i>  CX)  Ci 
o  O  O 

odd 

O  CO  o 

1 

CO  i>  !r> 
CO  coco 

lO  CO 
lO  o 

d  d 

uO  lO 

lOCO 
lO  lO 

d  d 

i 

-< 

i 

% 

c 

v 

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'o 
.c 

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o 

X 

1 

rH  CO  -^ 

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CO  o  -^ 
CO  -^  -^ 

o  o  o 
o  o  o 

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oo'co'oo'^ 

■<*  LO  lO 

o  o 

OO 

o  o 

o  o 

CO  '00 

o^co*^ 

(?1  Oi 

oo 
oo 
to -^^^ 

1 

a 

CO  '^i  o 

CO  CO  CO 

T-H    1— 1   T-H 

CJtH  CO 
O)  CO  CO 

rH  tH  rH 

lO  t^  Ci 

1— 1  1—1  rH 

rH  (N 

rH  1— 1 

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< 

pq 

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di>^  oi 

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u 

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lOCOl> 
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d  '*'  ic 

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c 

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o 
O 

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d  00 

drH 

O 
P^ 

Ph 

to          ''jT 

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_« 

88- 


■8S 


60       THE     PASSAIC     ROLLING     MILL     COMPANY. 


EXPLANATION    OF    TABLES 
ON  SAFE  LOADS. 

The  following  tables  give  the  safe  uniformly  distributed 
loads,  in  tons  of  2,000  lbs.,  on  Passaic  Structural  Shapes  cal- 
culated for  a  maximum  fiber  strain  of  16,000  lbs.  per  square 
inch.  The  loads  given  in  the  tables  include  the  weights  of 
the  shapes,  which  must  be  deducted  from  the  tabular  loads  in 
order  to  obtain  the  net  superimposed  loads  which  the  shapes 
will  carry. 

Safe  loads  are  given  for  the  principal  weights  of  I  beams 
usually  rolled.  The  safe  loads  for  intermediate  or  heavier 
weights  of  beams  than  those  tabulated,  can  be  obtained  by  the 
use  of  the  separate  column  of  corrections  given  for  each  size, 
which  states  the  increase  of  safe  load  for  each  additional  lb. 
increase  in  the  weight  per  foot  of  the  beam. 

The  safe  loads  of  channels  are  tabulated  only  for  the  mini- 
mum weights.  A  separate  column  for  each  depth  of  channel 
gives  the  additional  safe  load  for  each  lb.  per  foot  increase  in 
the  weight  of  the  channel,  by  the  use  of  which  the  safe  loads 
on  the  heavier  weights  of  channels  may  be  obtained. 

The  safe  loads  for  Tees  are  given  for  all  weights  rolled. 

The  safe  loads  for  Angles  are  given  only  for  the  minimum 
and  maximum  weights.  The  safe  loads  for  intermediate 
weights  may  be  obtained  approximately  by  proportion. 

The  safe  loads  for  Z  Bars  are  given  for  all  the  weights 
rolled. 

It  is  assumed  in  these  tables  that  the  compression  flanges 
of  the  beams  or  shapes  are  secured  against  yielding  sideways. 
They  should  be  held  in  position  at  distances  not  exceeding  20 
times  the  width  of  the  flange,  otherwise  the  allowable  loads 
should  be  reduced  according  to  the  following  table : 

BEAMS   UNSUPPORTED   SIDEWAYS. 


Unsupported  Length 
of  Beam. 


20  X  flange  width. 
30  //      //  // 

40  //      //  // 


ss- 


Greatest  Safe 
Load. 


I .  O  tabular  load. 
0.9      '/  // 

0.8      //  // 


Unsupported  Length 
of  Beam. 


50  X  flange  width. 
60  //      //  // 

70  //      //  II 


Greatest  Safe 
Load. 


0 .  7  tabular  load. 
0.6//  // 

0.5     //  // 


^ 


S8 85 

THE     PASSAIC     ROLLING     MILL     COMPANY.        61 

/  Deflection  Coefficients  are  given  for  all  the  shapes,  by  the 
/  use  of  which  the  deflections,  under  the  tabular  loads,  can  be 
obtained  by  simply  multiplying  the  Deflection  Coefficient  of 
the  shape  by  the  square  of  the  span,  in  feet ;  the  result  being 
\  the  deflection  in  inches.  Thus,  the  deflection  of  a  15  '  X  42 
Mb.  I  beam  on  a  span  of  20  feet,  fully  loaded,  is  obtained  by 

.  —2 

multiplying  the  Deflection  Coefficient  (.001103)  by  20   ;  the 

result  being  0.44,  which  is  the  deflection  in  inches,  or  about 
-J  " 

Tff    • 

Beams  used  in  floors  should  not  only  be  strong  enough 
to  carry  the  superimposed  loads,  but  also  sufficiently  rigid  to 
prevent  vibration.  For  beams  carrying  plastered  ceilings,  if 
the  deflection  exceeds  3^  of  the  distance  between  supports, 
or  3-0  of  an  inch  per  foot  of  span,  there  is  danger  of  cracking 
the  plaster.  This  limit  is  indicated  in  the  tables  by  heavy 
cross  lines  beyond  which  the  beams  should  not  be  used  if  in- 
tended to  carry  plastered  ceilings,  unless  the  allowable  loads 
given  in  the  tables  are  reduced  in  the  following  manner: 

Let  A    =  deflection  coefficient  for  the  shape. 

L     =  limiting  span,  in  feet,  at   which  the   shape,  fully 

loaded,  has  a  deflection  of  ^-g  ^  of  span. 
L'    =  given  span,  in  feet. 
W  =  tabular  safe  load  for  span  L'. 

W"  =  load  on    span   L'  producing   deflection  of  j^  of 
span. 
Then, 

L  =  -L.,  (I);  W"=— ^,(2);  W"=LW',  (3). 

30  A  30  A  L'  V 

Thus,  if  it  is  desired  to  find  the  load  on  a  10"  X  25  lb.  I  beam 

on  a  span  of  30  ft.,  which  will  produce  a  deflection  of  only -g-^ 

of  the  span;  the  safe  load,  4.35  tons,  given  in  the  table  for  a 

span  of  30  feet,  must  be  reduced  by  formula  (3)  as  follows : 

20 
W"  = —  X  4.35  =  2.90  tons. 

30 
It  may  generally  be  assumed  that  the  above  limit  of  deflec- 
tion is  not  exceeded,  both  for  rolled  and  built  beams,  unless 
the  depth  of  the  beam  is  less  than  ^  of  the  span.  It  should 
be  noted,  however,  that  some  local  building  ordinances  pro- 
vide that  no  beam  shall  be  of  less  depth  than  yo  of  the  span. 


88 88 


88- 


62       THE     PASSAIC      ROLLING     MILL     COMPANY. 


1 


SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR   PASSAIC   STEEL  I  BEAMS, 

In  Tons  of  2000  Lbs., 

BEAMS    BEING   SECURED   AGAINST   YIELDING   SIDEWAYS. 


IT. 


10 

11 

12 
13 
14 
15 
16 
17 
18 
19 


20 
21 
22 
23 
24 
25 
26 
27 
28 
29 


30 

31 
32 
33 
34 
35 
36 
37 
38 
39 
40 


20"  I 


90 

Lbs. 

per 

Foot. 


80. 

73 

66. 
61. 
57, 
53. 

50. 
47, 
44. 
42, 


40, 
38. 
36, 
34, 
33. 
32, 
30, 
29, 
28, 
27, 


26.8 


25. 
25. 
24, 
23. 
23. 
22. 
21, 
21, 
20. 
20, 


80 

Lbs. 

per 

Foot. 


75 

Lbs. 
per 


65 

Lbs. 
per 


Foot. :  Foot. 


71.766 
65.2i60 
59.8,55 
55.251 
51.2:47 
47.8*44 

44.8  41 
42.2i39 

39.9  36 
37.8  35 


rt'aj 


<^ 


.561.30.52 
,5  55.7  0.48 
.4  51.0  0.44 
.247.10.40 
5  43.8  0.37 


35.9 
34.2 
32.6 
31.2 
29.9 
28.7 
27.6 
26.6 
25.6 
24.7 


340.9 
638.3 
136.0 
9^34.1 
0  32.3 


23.9 

23.1 
22.4 
21.7 
21.1 
20.5 
19.9 
19.4 
18.9 
18.4 
17.9 


33. 
31. 

30. 
28. 
27. 
26. 
25, 
24, 
23. 
22, 


330.7 
7|29.2 
227.8 
926.6 
7  25.5 
6  24.5 
6  23.6 
6  22.7 
821.9 
921.2 


0.35 
0.33 
0.31 
0.29 

0.28 


22.220.5 


21, 

20, 
20, 
19, 
19. 

18, 
18, 
17. 
17, 
16, 


519.8 
819.2 
218.6 
6118.1 
017.6 
517.1 
016.5 
516.1 
l|l5.7 
615.3 


0.26 
0.25 
0.24 
0.23 
0.22 
0.21 
0.20 
0.19 
0.19 
0.18 


15"  I 


0.17 


17 
16 
16 
15 
15 
15 
14 
14 
13 
13 


Deflection  Coefficient, 
. 000828 


75   I  663 

Lbs.   1  Lbs. 

per    I  per 

Foot.  jFoot. 


51.2  48 

46.6  43 

42.7  40 
39.4  37 
36.6  34 
34.232 
32.0  30 


30.1 

28.5 
27.0 


28 
26 
25 


25.624. 
24.4  22. 
23.3:21. 
22.3:20. 
21.320. 


20.5 
19.7 
19.0 
18.3 
17.7 


17.1 


16.5 
16.0 
15.5 
15.1 
14.6 
14.2 
13.8 
13.5 
13.1 
12.8 


16.0 


15. 

15, 

14. 

14 

13. 

13. 

13. 

12. 

12. 

12. 


60 

Lbs. 

per 

Foot. 


45.4 

41.2 

37.8 

34.9 

32.4 

30 

28.3 

26.7 

25.2 

23.9 


50 

Lbs. 

per 

Foot. 


22.7 
21.6 
20.6 
19.7 
18.9 
18.1 
17.4 
16.8 
16.2 
15.6 


15.1 


14.6 
14.2 
13.7 
13.3 
13.0 
12.6 
12.3 
11.9 
11.6 
11.3 


37.7 
34.2 
31.4 
29.0 
26.9 
25.1 
23.5 
22.2 
20.9 
19.8 


18.8 
17.9 
17.1 
16.4 
15.7 
15.1 
14.5 
14.0 
13.5 
13.0 


12.6 


12.2 
11.8 
11.4 
11.1 

10.8 
10.5 
10.2 
9.91 
9.66 
9.42 


42 

Lbs. 

per 

Foot. 


30.6 
27.8 
25.4 
23.5 
21.8 
20.4 
19.2 
17.9 
17.0 
16.1 


15.3 
14.6 
13.9 
13.3 
12.8 
12.3 
11.8 
11.4 
10.9 
10.5 


10.2 


9.86 
9.56 
9.26 

8.98 
8.73 
8.49 
8.26 
8.04 
7.83 
7,64 


;3^ 


0..39 

0.36 
0.33 
0.30 
0.28 
0.26 
0.25 
0.23 
0.22 
0.21 


0.20 
0.19 
0.18 
0.17 
0.16 
0.16 
0.15 
0.15 
0.14 
0.14 


0.13 

0.13 
0.13 
0.12 
0.11 
0.11 
0.11 
0.11 
0.10 
0.10 
0.10 


Deflection  Coefficient, 
.001103 


ss. 


Safe  loads  given  include  weight  of  beam.  Maximum  fiber  strain,  16,000 
lbs.  per  square  inch.  Deflection  of  beam,  in  inches,  under  tabular  load 
equals  the  product  of  the  Deflection  Coefficient  by  the  square  of  the  span, 
in  feet. 


« 


^ 

THE     PASSAIC     ROLLING 

MILL 

28 

COMPANY.       63 

SAFE   LOADS,  UNIFORMLY  DISTRIBUTED, 
FOR   PASSAIC   STEEL   I    BEAMS, 

In  Tons  of  2000  Lbs., 

BEAMS    BEING    SECURED   AGAINST   YIELDING   SIDEWAYS. 

o 

5 
a, 

12"  I 

it 

.2.S 

10 

'    I 

W) 

«'J3 

55 

Lbs. 
per  Ft. 

40 

Lbs. 
per  Ft. 

31* 

Lbs: 

per  Ft. 

40 

Lbs. 
:  per  Ft. 

33 

Lbs. 
per  Ft. 

30 

Lbs. 
per  Ft. 

25       ^.S 

Lbs.     :§  o 

per  Ft.     <  ^ 

8 
9 

39.8 
35.4 

31.3 

27.8 

24.5 

21.8 

0.39 
0.35 

23.8 
1  21.2 

21.5 
19.1 

18.0 
16.0 

16.3   0.33 
14.5   0.29 

10 
11 
12 
13 
14 

15 
16 
17 

18 
19 

20 

21 
22 
23 
24 

31.8 

28.8 
26.5 
24.5 

22.8 

25.0 
22.7 

20.8 
J9.2 
17.9 

19.6 
17.9 
16.4 
15.1 
14.0 

0.31 

0.29 
0.26 
0.24 
0.22 

1  19.0 
17.3 
15.9 
14.7 
13.6 

12.7 
11.9 
11.2 

10.6 
10.0 

17.2 
15.6 
14.3 
13.2 
12.3 

14.4 
13.1 

12.0 
11.1 
10.3 

13.1  iO.26 
11.9   0.24 
10.9   0.22 
10. 1    0.20 
9.330.19 

21.2 
19.9 

18.7 
17.7 
16.8 

16.7 
15.6 
14.7 
13.9 
13.2 

13.1 
12.3 
11.5 

10.9 
10.3 

0.21 
0.20 
0.18 
0.17 
0.17 

11.5 

10.8 

10.1 
9.56 
9.05 

9.58 
8.98 
8.46 
7.99 
7.57 

8.71j0.17 
8.16i0.16 
7.68,0.15 
7.260.15 
6.870.14 

15.9 

15.2 
14.4 
13.8 
13.3 

12.5 

11.9 
11.4 

10.9 
10.4 

9.80 

9.33 
8.91 

8.52 
8.16 

0.16 

0.15 
0.14 
0.14 
0.13 

9.52 

aj5o 

7.19 

6.530.13 

9.07 
8.65 
8.28 
7.93 

8.19 
7.82 
7.48 
7.17 

6.85 
6.53 
6.25 
5.99 

6.22,0.12 
5.94,0.12 
5.680.11 
5.440.11 

25 
26 
27 

28 
29 

30 
31 
32 
33 
34 
35 

12.7 
12.2 
11.8 
11.4 
11.0 

10.0 
9.62 
9.26 
8.93 
8.62 

7.83 
7.54 
7.26 
7.00 
6.76 

0.13 
0.12 
0.12 
0.11 
0.11 

7.62 
7.32 
7.05 
6.80 
6.57 

6.88 
6.62 
6.37 
6.14 
5.93 

5.75 
5.53 
5.32 
5.13 
4.96 

5.220.10 
5.02  0.10 
4.840.10 
4.66  0.09 
4.500.09 

10.6 

10.3 

10.0 

9.6 

9.4 

9.1 

8.34 

8.07 
7.81 
7.58 
7.35 
7.14 

6.54 
6.32 
6.13 
5.94 
5.76 
5.60 

0.10 
0.10 
0.10 
0.10 
0.09 
0.09 

6.35 
6.14 
5.95 
5.77 
5.60 
5.44 

5.73 
5.54 
5.38 
5.21 
5.06 
4.91 

4.79 
4.64 
4.49 
4.36 
4.23 
4.11 

4.350.09 
4.210.08 
4.080.08 
3.960.08 
3.84  0.08 
3.730.08 

Deflection  Cc 
.0013 

^efficient, 

79 

Deflect 

ion  Coef 
001655 

icient, 

Safe  loads  given 
lbs.  per  square  inc 
equals  the  product 
-   in  feet. 

S8 

nclude  weight 
1.     Deflection 
of  the  Deflecti 

of  beam, 
of  beam, 
Dn  Coeflfic 

Maxim 
in  inche 
ient  by 

um  fiber 
s,  under 
he  squar 

strain,  16,000 

tabular  load 

e  of  the  span, 

4 

82- 


'S8 


64       THE     PASSAIC     ROLLING     MILL     COMPANY. 


SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  PASSAIC   STEEL  I  BEAMS, 

In  Tons  of  2000  Lbs., 

BEAMS    BEING   SECURED   AGAINST   YIELDING   SIDEWAYS. 


fa 


9"  I 


27 

Lbs. 

per 

Foot. 


718.7 
816.4 
914.6 


1013.1 
1111.9 


JO. 9 
10.1 
9.36 


8.74 
8.19 

7.71 

7.28 


6.90 


6.56 
6.24 
5.96 
5.70 
5.46 


5.24 
5.04 
4.86 
4.68 
4.52 
4.37 


234 

Lbs. 

per 

Foot. 


21 

Lbs. 

per 

Foot. 


15.1  14.3 

13.2  12.5 
11.7   11.1 


0.34  14.8 


10,6 
9.59 
8.79 
8.11 
7.53 


10.0 
9.09 
8.33 
7.69 
7.14 


7.03 
6.59 

6.20 

5.86 


5.55 


5.27 
5.02 
4.79 

4.58 
4.39 


4.22 
4.06 
3.91 
3.77 
3.64 
3.52 


6.66 
6.25 

5.88 
5.55 


5.26 


d  '53 

<h5 


8"  I 


27 

Lbs. 

per 

Foot. 


0.29 
0.26 


0.24 
0.21 
0.20 
0.18 
0.17 


12.9 
11.5 


0.16 
0.15 

0.14 
0.13 


10.3 
9.40 

8.62 
7.96 
7.39 


0.12 


5.000.12 
4.760.11 


4.. 54 
4.35 
4.16 


0.11 
0.10 
0.10 


4.000.09 
3.840.09 
3.700.09 
3.57  0.08 


3.45 
3.33 


0.08 
0.08 


Deflection  Coefficient, 

.001839 


6.90 
6.47 


6.08 
5.75 

5.44 


5.17 
4.93 
4.70 
4.50 
4.31 


22 

Lbs. 

per 

Foot. 


13.3 
11.6 
10.3 


9.30 

8.45 
7.75 
7.15 
6.64 


6.17 

5.81 


5.47 
5.16 

4.89 


4.65 
4.43 
4.23 
4.04 

3.87 


4.14 
3.98i 
3.83^ 
3.69 
3.57 
3.45 


3.72 
3.58 
3.44 
3.32 
3.21 
3.10 


18 

Lbs. 

per 

Foot. 


10.8 
9.45 

8.41 


7.57 
6.88 
6.31 
5.82 
5.41 


5.05 
4.73 


4.45 
4.21 

3.98 


<^ 


0.30 
0.26 
0.23 


0.21 
0.19 
0.17 
0.16 
0.15 


0.14 
0.13 


0.12 
0.12 

0.11 


3.79 
3.60 
3.44 
3.29 
3.15 


0.10 
0.10 
0.09 
0.09 
0.09 


0.08 
0.08 
0.08 
0.07 
0.07 
0.07 


7"  I 


20 

Lbs. 

per 

Foot. 


10.4 

9.07 
8.06 


15 

Lbs. 

per 

Foot. 


8.08 
7.07 
6.28 


7.26 
6.60 
6.05 

5.58 
5.18 


0.26 
0.23 
0.20 


0.66 
5.14 
4.71 
4.35 
4.04 


0.18 
0.17 
0.15 
0.14 
0.13 


0.12 
0.11 


4.843.77 
4.53|3.53 

4.27  3.33|o.ll 
4.033.14  0.10 

3.822.980.10 


3.63 
3.45 
3.30 
3.15 
3.02 


2.83 
2.69 
2.57 


2.90 
2.79 
2.69 


0.09 
0.09 
0.08 


2.460.08 
2.360.08 


2.260.07 

'2.180.07 
12.090. 07 
2.592.020.07 
2.501.95J0.06 

2. 42|l.  8810.06 


Deflection  Coefficient, 
.002069 


Deflection  Coeff., 
.002365 


Safe  loads  given  include  weight  of  beam.  Maximum  fiber  strain,  16,000 
lbs.  per  square  inch.  Deflection  of  beam,  in  inches,  under  tabular  load 
equals  the  product  of  the  Deflection  Coefficient  by  the  square  of  the  span, 
in  feet.  «a 

88. ■ ^ 


^■ 


THE     PASSAIC     ROLLING     MILL     COMPANY.       65 


SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 
FOR  PASSAIC   STEEL  I    BEAMS, 

In  Tons  of  2000  Lbs., 

BEAMS   BEING   SECURED   AGAINST   YIELDING   SIDEWAYS. 


6'  I 


10 

11 
12 

13 
14 


15 

Lbs. 

per 

Foot. 


9.40 

7.85 
6.72 

5.88 

5.23 


15 
16 
17 

18 
19 


20 
21 
22 
23 
24 
25 


4.70 

4.27 
3.92 

3.62 
3.36 


12 

Lbs. 

per 

Foot. 


7.75 
6.45 
5.53 

4.84 

4.30 


0.32 
0.26 
0.23 
0.20 

0.18 


3.13 
2.94 
2.76 
2.61 
2.47 


2.35 
2.24 
2.14 

2.04 
1.96 

1.88 


2.98 
2.76 


2.58 
2.42 
2.27 
2.15 
2.04 


1.93 
1.84 

1.76 
1.68 
1.61 
1.55 


0.10 
0.10 
0.09 
0.09 
0.08 


0.08 
0.08 
0.07 
0.07 
0.07 
0.06 


Deflection  CoefF., 

.002759 


5"  I 


13 

Lbs. 
per 

Foot. 


6.70 
5.58 

4.78 
4.19 

3.72 


9f 

Lbs. 

per 

Foot. 


3.35 

3.04 
2.79 

2.58 
2.37 


3.71 
3.25 

2.88 


0.26 
0.22 
0.19 
0.16 

0.15 


2.23 

2.09 
1.97 
1.86 
1.76 


2.60|0.13 

2.36  0.12 
2.16  0.11 

2.00^0.10 
1.86  0.09 


1.67 
1.59 
1.52 
1.45 
1.39 
1.34 


1.7310.09 
1.62  0.08 
1.53  0.08 
1.44  0.07 
1.36  0.07 


1.30  0.07 
1.24|0.06 


1.19 
1.13 

1.09 
1.04 


0.06 
0.06 
0.05 
0.05 


Deflection  CoefF., 
.003310 


4"  I 


10 

Lbs. 

per 

Foot. 


1.83 

1.66 
1.52  1.30 

1.40  1.20 
1.30  1.11 


7h 

Lbs. 

per 

Foot. 


3.12 

2.60 
2.23 

1.95 


6 

Lbs. 

per 

Foot. 


1.74 


1.22 
1.14 

1.07 
1.01 
0.97 


0.92 
0.87 
0.83 
0.80 
0.76 
0.73 


1.04 

0.98 
0.92 
0.87 
0.82 


2.45 
2.04 
1.75 
1.53 


1.36 


1.23 

1.11 
1.02 

0.95 

0.88 


0.82 
0.77 
0.72 
0.68 


0.21 

0.18 
0.15 
0.13 

0.12 


0.11 

0.10 
0.09 

0.08 
0.08 


0.07 
0.07 
0.06 
0.06 


0.65  0.06 


0.78 
0.74 
0.71 
0.68 
0.65 
0.62 


0.61  0.05 
0.58  0.05 
0.56  0.05 


0.53 
0.51 
0.49 


0.05 
0.04 
0.04 


Deflection  Coefficient, 
.004138 


h 


Safe  loads  given  include  weight  of  beam.  Maximum  fiber  strain,  16,000 
lbs.  per  square  inch.  Deflection  of  beam,  in  inches,  under  tabular  load, 
equals  the  product  of  the  Deflection  Coefficient  by  the  square  of  the  span, 
in  feet.  j  -^  t-     > 


-88 


S2 

^ 

66      THE     PASSAIC 

ROLLING 

-MILL 

COMPANY. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED,  FOR 

PASSAIC   . 

STEEL 

CHANNELS, 

In 

tons  of  2000  lbs., 

CHANNELS   BEING   SECURED   AGAINST  YIELDING   SIDEWAYS.      | 

Span, 

15' 

15' 

^is-sl 

12' 

12" 

^s^^s 

in 

40  Lbs. 

33  Lbs. 

2  u.=  .5?c  1 

27  Lbs. 

20  Lbs. 

2  "•=.£?  = 

Feet. 

per  Ft. 

per  Ft. 

per  Ft. 

per  Ft. 

-*<  rt  I-  '- 

^  o  oj.s 

6 

44.0 

36.0 

0.65 

23.85 

18.48 

0.52 

7 

37.7 

30.8 

0.56 

20.44 

15.84 

0.44 

8 

33.0 

27.0 

0.49 

17.89 

13.86 

0.39 

9 

29.4 

24.0 

0.43 

15.90 

12.32 

0.35 

10 

26.4 

21.6 

0.39 

14.31 

11.09 

0.31 

11 

24.0 

19.6 

0.36 

13.01 

10.08 

0.29 

12 

22.0 

18.0 

0.33 

11.93 

9.24 

0.26 

13 

20.3 

16.6 

0.30      i 

11.01 

8.53 

0.24 

14 

18.9 

15.4 

0.28 

10.22 

7.92 

0.22 

15 

17.6 

14.4 

0.26 

9.54 

7.39 

0.21 

16 

16.5 

13.5 

0.25 

8.94 

6.93 

0.20 

17 

15.5 

12.7 

0.23      i 

8.42 

6.52 

0.18 

18 

14.7 

12.0 

0.22 

7.95 

6.16 

0.17 

19 

13.9 

11.4 

0.21      \ 

7.53 

5.83 

0.17 

20 

13.2 

10.8 

0.20      i 

7.16 

5.54 

0.16 

21 

12.6 

10.3 

0.19 

6.81 

5.28 

0.15 

22 

12.0 

9.81 

0.18      ! 

6.50 

5.04 

0.14 

23 

11.5 

9.40 

0.17      i 

6.22 

4.82 

0.14 

24 

11.0 

9.01 

0.16      1 

5.96 

4.62 

0.13 

25 

10.6 

8.65 

0.16 

5.72 

4.43 

0.13 

26 

10.2 

8.32 

0.15 

5.50 

4.26 

0.12 

27 

9.79 

8.01 

0.15     ; 

5.30 

4.11 

0.12 

28 

9.44 

7.72 

0.14      1 

5.11 

3.96 

0.11 

29 

9.11 

7.46 

0.14 

4.93 

3.82 

o.n 

30 
31 

8.81 

7.22 

0.13      , 
0.13 

4.77 
4.62 

3.70 

3.58 

0.10 
0.10 

8.52 

6.98 

32 

8.26 

6.76 

0.13 

4.47 

3.46 

0.10 

33 

8.01 

6.55 

0.12 

4.34 

3.36 

0.10 

34 

7.77 

6.36 

0.11 

4.21 

3.26 

0.09 

35 

7.55 

6.18 

0.11 

4.09 

3.17 

0.09 

Defl 

ection  Coef 

ficient, 

Defl 

ection  Coefficient, 

.001103 

.001379 

Safe  loads  giv< 

in  include  v, 

'eight  of  chan 

nel.    Maxin- 

mm  fiber  strain,  i6,ooo 

lbs.  per  square  in 

:h.   Deflecti 

on  of  channel, 

in  inches,  ur 

ider  tabular  load  equals 

the  J 

)roduct  of  t 

he  Deflectic 

n  Coefficient 

by  the  squa 

re  of  the  sp 

an,  in  feet.     1 

•o 

ss. 


^— 

THE    PASSAIC    ROLLING    MILL 

^ 

COMPANY.         67 

i 

3AFE 

LOADS,  UNIFORMLY   DISTRIBUTED,  FOR 

PASSAIC   STEEL   CHANNELS, 

In  tons  of  2000  lbs., 

CHANNELS    BEING   SECURED 

AGAINST   YIELDING    SIDEWAYS. 

•^•^ 

^•2_.. 

&-'-r. 

4J 

-a  <J  c 

T3   y   C 

'V  0  c 

V 

^■^s 

n--S 

rt  C  c 
0  •-    oj 

Ui 

10' 

10' 

-^^^ 

9" 

9" 

Jd^ 

8" 

8" 

20  lbs. 

15  lbs. 

16  lbs. 

13  lbs. 

13  lbs. 

10  lbs. 

c 

per  Ft. 

per  Ft. 

^ftO 

per  Ft. 

per  Ft. 

^  ft^ 

per  Ft. 

per  Ft. 

72  ^Z. 

a. 

OMJZ 

0  J3  j: 

1 

°:S'f. 

C/3 

! 

5 

18.2 

14.3 

0.52 

13.5 

10.8 

0.48 

9.48 

7.52 

0.42 

6 

15.2 

11.9 

0.44 

11.3 

8.98 

0.40 

7.90 

6.27 

0.34 

7 

13.0 

10.2 

0.38 

9.67 

7.69 

0.34 

6.77 

5.37 

0.30 

8 

11.4 

8.91 

0.33 

8.46 

6.73 

0.29 

5.92 

4.70 

0.26 

9 

10.1 

7.92 

0.29 

7.52 

5.98 

0.26 

5.27 

4.18 

0.23 

10 

9.12 

7.13 

0.26 

6.76 

5.38 

0.24 

4.74 

3.76 

0.21 

11 

8.29 

6.48 

0.24 

6.15 

4.90 

0.21 

4.31 

3.42 

0.19 

12 

7.60 

5.94 

0.22 

5.64 

4.49 

0.20 

3.95 

3.14 

0.17 

18 

7.02 

5.48 

0.20 

5.20 

4.14 

0.18 

3.65 

2.89 

0.16 

14 

6.52 

5.09 

0.19 

4.83 

3.85 

0.17 

!  3.39 

2.69 

0.15 

15 

6.08 

4.75 

0.17 

4.51 

3.59 

0.16 

3.16 

2.51 

0.14 

16 
17 

5.70 
5.37 

4.46 
4.19 

0.16 
0.15 

4.23 

3.98 

3.37 
3.17 

0.15 
0.14 

2.96 

2.35 

0.13 
0.12 

2.79 

2.21 

18 
19 

5.07 

4.80 

3.95 

0.15 

3.76 

2.99 

0.13 
0.12 

I  2.64 
2.50 

2.09 

1.98 

0.12 
0.11 

3.75!0.14 

3.56 

2.83 

20 
21 

4.56 

3.56 

0.13 

3.38 
3.22 

2.69 
2.56 

0.12 
0.11 

2.37 
2.26 

1.88 
1.79 

0.10 
0.10 

4.34 

3.40 

0.12 

22 

4.14 

3.24 

0.12 

3.08 

2.45 

0.11 

2.16 

1.71 

0.09 

23 

3.96 

3.10 

0.11 

2.94 

2.34 

0.10 

2.06 

1.63 

0.09 

24 

3.80 

2.96  1  0.11 

2.82 

2.24 

0.10 

1.97 

1.56 

0.09 

25 

3.65 

2.85:0.10 

2.71 

2.15 

0.09 

1.90 

1.50 

0.08 

26 

3.51 

2.74,0.10 

2.60 

2.07 

0.09 

1.83 

1.44 

0.08 

27 

3.38 

2.64   0.10 

2.50 

2.00 

0.09 

1.76 

1.39 

0.08 

28 

3.26 

2.54   0.09  1 

2.41 

1.93 

0.08 

1.69 

1.34 

0.07 

29 

3.15 

2.45   0.09  1 

2.33 

1.86  0.08 

1.63 

1.30 

0.07 

30 

3.04 

2.38   0.09 

2.26 

I.80I0.O8 

1.58 

1.26    0.07| 

Deflect 

ion  Coefficient, 

Deflect 

on  Coefiicient, 

Deflection  Coefficient, 

001655 

• 

001839 

.002069 

Safe  loac 

s  given  include  weight  of 

channel.     Maxin 

lum  fiber  strain,  16,000 

lb 

5.  per  squ 

are  inch.  Deflection  of  cha 

nnel,  in  inches,  u 

ader  tabularload.equals 

th 

e  produc 

t  of  the  1 

Deflectic 

)n  Coefifi< 

:ient  by 

he  squE 

ire  of  the 

span,  in 

feet.     1 

^ 

«? 

68 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

SAFE  LOADS,  1 

[JNIFORMLY  DISTRIBUTED,  FOR 

PASSAIC   STEEL   CHANNELS, 

In  tons  of  2000  lbs., 

CHANNELS   BEING   SECURED   AGAINST 

YIELDING   SIDEWAYS. 

Span, 

in 
Feet. 

7" 

13  Lbs. 
per  Ft. 

7" 
9  Lbs. 
per  Ft. 

Add  to  Safe 

Load  for  each  lb. 

per  ft.  increase 

in  weight  of 

Channel. 

6' 

17  Lbs. 
per  Ft. 

6' 

12  Lbs. 

per  Ft. 

6' 

8  Lbs. 
per  Ft. 

Add  to  Safe 
Loadforeachlb. 
per  ft.  increase 

in  weight  of 
Channel. 

5 

8.33 

5.79 

0.37 

9.05 

6.64 

4.54 

0.31 

6 

6.94 

4.83 

0.32 

7.53 

5.53 

3.78 

,0.26 

7 

5.95 

4.13 

0.26 

6.46 

4.74 

3.24 

0.22 

8 

5.21 

3.62 

0.23 

5.64 

4.15 

2.84 

0.20 

9 

4.63 

3.22 

0.20 

5.02 

3.69 

2.52 

0.17 

10 

4.17 

2.90 

0.18 

4.52 

3.32 

2.27 

0.16 

11 

3.79 

2.62 

0.17 

4.10 

3.02 

2.06 

0.14 

12 
13 

3.47 
3.20 

2.41 
2.22 

0.15 
0.14 

3.76 

2.77 

1.89 

0.13 
0.12 

3.48 

2.55 

1.74 

14 

2.98 

2.06 

0.13 

3.23 

2.35 

1.62 

0.11 

15 

2.78 

1.93 

0.12 

3.01 

2.21 

1.51 

0.10 

16 

2.60 

1.81 

0.11 

2.82 

2.07 

1.42 

0.10 

17 

2.45 

1.70 

0.11 

2.66 

1.95 

1.33 

0.09 

18 

2.32 

1.61 

0.10 

2.51 

1.84 

1.26 

0.09 

19 

2.19 

1.52 

0.10 

1 

2.38 

1.75 

1.19 

0.08 

20 

2.08 

1.45 

0.09 

2.26 

1.66 

1.13 

0.08 

21 

1.97 

1.38 

0.09 

2.15 

1.58 

1.08 

0.07 

22 

1.89 

1.32 

0.08 

2.05 

1.51 

1.03 

0.07 

23 

1.82 

1.26 

0.08 

1.96 

1.44 

.99 

0.07 

24 

1.74 

1.20 

0.08 

1.88 

1.38 

.95 

0.07 

25 

1.67 

1.16 

0.07 

1.81 

1.33 

.91 

0.06 

Deflection  C 

oefficlent, 

Deflection  Coeffic 

lent, 

.0023 

64 

.002760 

Safe 

loads  given  inclu 

de  weight  of  channel.    ] 

Vlaximum  fiber  str 

ain,  i6,ooo 

lbs.  pe 

r  square  inch.  Def 

ection  of  channel,  in  incl 

les,  under  tabular! 

oad, equals 

the  pr 

oduct  of  the  Deflf 

action  Coefficient  by  th 

e  square  of  the  spj 

m,  in  feet. 

8^ 

& — 

8? 

THE     PASSAIC     ROLLING     MILL     COMPANY.       69 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED,  FOR 

PASSAIC   STEEL 

CHANNELS, 

In  tons  of  2000  lbs., 

CHANNELS    BEING   SECURED    AGAINST   YIELDING   SIDEWAYS. 

Span, 

in 
Feet. 

5" 
9  Lbs. 
per  Ft. 

5" 

6  Lbs. 
per  Ft. 

-a  T!  ^  ^U 

4// 

8  Lbs. 
per  Ft. 

4" 
5  Lbs. 
per  Ft. 

J2    lU 

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5 

4.12 

2.78 

0.26 

2.91 

1.92          0.21 

6 

3.43 

2.32 

0.22 

2.42 

1.60 

0.18 

7 

2.94 

1.99 

0.19 

2.08 

1.37 

0.15 

8 
9 

2.58 
2.29 

1.74 
1.54 

0.17 
0.15 

1.82 

1.20 

0.13 
0.12 

1.62 

1.07 

10 
11 

2.06 

1.39 

0.13 
0.12 

1.46 
1.32 

.96 

.87 

0.11 
0.10 

1.87 

1.26 

12 

1.71 

1.16 

0.11 

1.21 

.80 

0.09 

13 

1.58 

1.07 

0.10 

1.12 

.74 

0.08 

14 

1.47 

.99 

0.09 

1.04 

.69 

0.08 

15 

1.37 

.93 

0.09 

.97 

.64 

0.07 

16 

1.29 

.87 

0.08 

.91 

.60 

0.07 

17 

1.21 

.82 

0.08 

.86 

.56 

0.06 

18 

1.14 

.77 

0.07 

.81 

.53 

0.06 

19 

1.08 

.73 

0.07 

.77 

.50 

0.06 

20 

1.03 

.70 

0.07 

.73 

.48 

0.05 

21 

.98 

.66 

0.06 

.69 

.45 

0.05 

22 

.94 

.63 

0.06 

.66 

.44 

0.05 

23 

.90 

.60 

0.06 

.63 

.42 

0.05 

24 

.86 

.58 

0.06 

.61 

.40 

0.04 

25 

.82 

.56 

0.05 

.58 

.38 

0.04 

Deflection  Coefficient, 

Deflection  Coefficient, 

.00331 

.00414 

Sal 

"e  loads  given  include  weight  of  chan 

nel.    Maximum  fiber  strain,  16,000 

Ibs.p 

er  squareinch.   Deflection  of  channel, 

in  inches,  under  tabular  load  equals 

the  p 

roduct  of  t 

le  Deflectio 

n  Coefficient 

by  the  squa 

re  of  the  spa 

n,  in  feet. 

88- 


88- 


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72       THE     PASSAIC     ROLLING     MILL     COMPANY. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 
FOR  PASSAIC  STEEL  ANGLES, 

EQUAL   LEGS,    IN   TONS   OF  2,000   LBS., 
Angles  being  secured  against  yielding  sideways. 

"3)  . 
o  a 

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c 

in 

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S 

u 

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Span  in  feet. 

lie 

2 

3 

4 

5 

6 

8 

10 

12 

6  X6 
6  X6 

7 
8 
3. 

8 

43.6 

18.8 

21.8 

9.38 

14.5 
6.25 

10.9 
4.69 

8.71 
3.75 

7.26 
3.13 

5.44 
2.34 

4.36 

1.88 

3.63 
1.56 

.0020 
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5  X5 
5  X5 

a 

8 

25.5 
12.9 

12.8 
6.45 

8.50 
4.30 

6.38 
3.23 

5.10 

2.58 

4.25 
2.15 

3.19 
1.61 

2.55 
1.29 

2.13 

1.08 

.0024 
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4  X4 
4  X4 

1% 

17.7 
6.90 

8.85 
3.45 

5.90 
2.30 

4.43 
1.73 

3.54 
1.38 

2.95 
1.15 

2.21 

.86 

1.77 

.69 

1.48 

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3ix3i 
3ix3i 

8 
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9.65 
5.20 

4.83 
2.60 

3.22 
1.73 

2.41 
1.30 

1.93 
1.04 

1.61 

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1.21 

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2.63 
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1.74 
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1.16 
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1 
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1.36 
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1.73 
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.43 
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Safe 
lbs.  pel 

Safe 
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8a 


^ ^ 

THE     PASSAIC     ROLLING     MILL     COMPANY.       73 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  PASSAIC  STEEL  ANGLES, 

UNEQUAL  LEGS,    IN   TONS   OF  2,000   LBS. 

Long  Leg  Vertical.              Angles  being  secured  against  yielding  sideways. 

Size  of  Angle, 
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c 

in 

u 

i2 

u 

IS 

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Coefficient  of 

strength,  in 

tons. 

Span  in  feet. 

c  « 
o  c 

^£ 

Oc3 

2 

3 

4 

5 

6 

8 

10 

12 

6  X4 

8 

42.1 

21.0 

14.0 

10.5'8.417.01 

5.26 

4.21 

3.50 

.0022 

6  X4 

3. 

17.7 

8.85 

5.90 

4.433.542.95 

2.21 

1.77 

1.48 

.0020 

5  X3^ 

^ 

24.2 

12.1 

8.05 

6.044.83  4.03 

3.02 

2.42 

2.01 

.0026 

5  X3i 

3 

8 

12.2 

6.10 

4.07 

3.052.442.03 

1.53 

1.22 

1.02 

.0024 

5  X3 

3 

4 

24.3 

12.1 

8.08 

6.064.854.04 

3.03 

2.43 

2.02 

.0027 

5  X3 

fs 

10.1 

5.03 

3.35 

2.512.011.68 

1.26 

1.01 

.84 

.0025 

4^X3 

3 

4 

19.1 

9.556.37 

4. 78,3. 82  3. 18 

2.39 

1.91 

1.59 

.0029 

4^X3 

1% 

8.2 

4.102.73 

2.051.641.37 

1.03 

.82 

.68 
1.31 

.0027 

4  x3i 

3. 
4 

15.7 

7.855.23 

3.933.14  2.62 

1.96 

1.57 

.0031 

4  X3i 

-h 

6.6 

3.30 

2.20 

1.651.321.10 

.83 

.66 

.55 

.0029 

4  X3 

f 

12.3 

6.15 

4.10 

3.08,2.46  2.05 

1.54 

1.23 

1.03 

.0032 

4  X3 

-^ 

6.55 

3.28 

2.18 

1.641.311.09 

.82 

.66 

.55 

.0030 

3ix3 

5. 

9.38 

4.69 

3.12 

2.341.871.56 

1.17 

.94 

.78 

.0036 

3^X3 

1% 

5.11 

2.56 

1.70 

1.281.02    -85 

.64 

.51 

.43 

.0034 

3^X2.V 

9 

8.64 

4.32 

2.88 

2.16il.73.1.44 

1.08 

.86 

.72 

.0037 

3ix2i 

4 

4.00 

2.00 

1.33 

1.00    .80    .67 

.50 

.40 

.33 

.0035 

3  X2^ 

9 

6.45 

3.23 

2.15 

1.611.291.08 

.81 

.65 

.54 

.0042 

3  X2i 

1 
4 

2.99 

1.49 

.99 

.75 

.60 

.50 

.37 

.30 

.25 

.0040 

3  X2 

2 

5.34 

2.67 

1.78 

1.44 

1.07 

.89 

.67 

.53 

.44 

.0043 

3  X2 

JL 
4 

2.88 

1.44 

.96 

.72 

.58 

.48 

.36 

.29 

.24 

.0041 

2ixH 

"h 

1.97 

.99 

.66 

.49 

.39    .33 

.25 

.20 

.16 

.0057 

2ixU 

1.23 

.61 

.41 

.31 

.25    .20 

.15 

.12 

.10 

.0055 

2  XU 

1.60 

.80 

.53 

.40 

.32 

.27 

.20 

.16 

.13 

.0061 

2  Xlf 

A 

1.01 

.50 

.34 

.25 

.20 

.17 

.13 

.10 

.08 

.0059 

11  xH 

1^- 

.77 

.39 

.26 

.19 

.15 

.13 

.10 

.08 

.06 

.0096 

ifxH 

8 

.31 

.15 

.10 

.08 

.06 

.05 

.04 

.03 

.03 

.0087 

Safe  loads  given  include  weight  of  angle.     Maximum  fiber  strain,  i6,ooo 

lbs.  per  sq.  m.                                                                                   •            ,            /v- 

Safe  loads  for  intermediate  spans  can  be  obtained  by  dividmg  the  coeffi- 

cient of  strength  by  the  span,  in  feet. 

Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding 

3^o  of  the   span.      Deflections,  in  inches,  under  tabular  loads,  can  be  ob- 

tained by  multiplying  the  Deflection  Coefficient  by  the  square  of  the  span, 

in  feet. 

1 

88- 


■« 


5¥                                                                                                                         « 
74       THE     PASSAIC      ROLLING     MILL     COMPANY. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 
FOR  PASSAIC  STEEL  ANGLES, 

UNEQUAL   LEGS.    IN   TONS   OF  2,000   LBS. 
Short  Leg  Vertical.              Angles  being  secured  against  yielding  sideways.    . 

u'-i 

N 

u5 

c 

4) 

IS 

1)  ^   in 

•n  M  C 

c3^ 

Span  in  feet. 

o  c 

•Z  «J 

2 

3 

4 

5 

6 

8 

10 

12 

1.71 
.71 

6  X4 
6  X4 

L 
n 
3. 

8 

20.5 

8.50 

10.3 
4.25 

6.83 
2.83 

5.13 
2.13 

4.10 
1.70 

3.41 
1.42 

2.56 
1.06 

2.05 

.85 

.0029 
.0027 

5  X3^ 
5  X3i 
5  X3 
5  X3 

1 

8 

f 

5 

12.75 
6.45 
9.85 
3.99 

6.38 
3.23 
4.93 

2.00 

4.25 
2.15 
3.28 
1.33 

3.19 
1.61 
2.46 
1.00 

2.55 
1.29 
1.97 

.80 

2.13 

1.08 

1.64 

.67 

1.59 
.81 

1.23 
.50 

1.28 
.64 

1.06 
.54 
.82 
.33 

.0034 
.0031 
.0039 
.0036 

.99 
.40 

4ix3 
4ix3 

f 

1% 

9.33 
3.99 

4.66 
2.00 

3.11 
1.33 

2.33 

1.00 

1.87 
.80 

1.55 
.67 

1.17 

.,50 

.93 

.40 

.78 
.33 

.0040 
.0036 

4  X3i 
4  X3i 
4  X3 
4  X3 

12.4 
5.3 

6.8 
3.95 

6.20 
2.65 
3.40 
1.97 

4  13 
1.77 
2.27 
1.32 

3.10 
1.33 

1.70 
.99 

2.48 

1.06 

1.36 

.79 

2.07 
.88 

1.13 
.66 

1.55 
.66 

.85 
.49 

1.24 
.53 

.68 
.40 

1.03 
.44 
.57 
.33 

.0035 
.0032 
.0039 
.0037 

3ix3 
3^X3 
3ix2^ 
3ix2i 

5 

8 

? 

7.04 
3.84 
4.75 
2.19 

3.52 
1.92 
2.37 

1.09 

2.35 

1.28 

1.58 

.73 

1.76 
.96 

1.19 
.55 

1.41 

.77 
.95 
.44 

1.17 

.64 
.79 
.36 

.88 
.48 

.70 
.38 
.48 
.22 

.59 
.32 

.40 

.18 

.0040 
.0038 
.0047 
.0044 

.59 
.27 

3  X2^ 
3  X2i 
3  X2 
3  X2 

9 
4 

4.59 
2.13 
2.51 
1..39 

2.29 

1.07 

1.25 

.69 

1.53 
.71 

.83 
.46 

1.15 
..53 
.63 
.35 

.93 
.43 

.50 

.28 

.76 
.36 
.42 
.23 

.57 
.27 
.31 
.17 

.46 
.21 

.25 
.14 

.38 
.18 
.21 
.12 

.0048 
.0045 
.0058 
.0055 

2iXli^ 

.96 
.59 

.48 
.29 

.32 
.19 

.24 
.15 

.19 
.12 

.16 
.10 

.12 

.07 

.10 
.06 

.0077 
.0073 

2  Xlf|i% 
2  Xlfl-fV 

1.23 

.80 

.61 
.40 

.41 
.27 

.31 

.20 

.25 
.16 

.20 
.13 

.15 
.10 

.12 

.08 

.0067 
.0065 

ifxHIt^T 
ifxu;  i 

.53 
.21 

.27 
.11 

.18 
.07 

.13 

.05 

.11 

.04 

.09 

.04 

.07 
.03 

.0111 

.0099 

Safe  loads  given  include  weight  of  angle.     Maximum  fiber  strain,  i6,ooo 
lbs.  per  sq.  in. 

Safe  loads  for  intermediate  spans  can  be  obtained  by  dividing  the  coeffi- 
cient of  strength  by  the  span,  in  feet. 

Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding 
3^3  of  the  span.      Deflections,  in  inches,  under  tabular  loads,  can  be  ob- 
tained by  multiplying  the  Deflection  Coefficient  by  the  square  of  the  span, 
in  feet. 

88 ^ 88 

S8- 


■S5 


THE     PASSAIC     ROLLING     MILL     COMPANY. 


75 


SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 
FOR  PASSAIC  STEEL  Z  BARS, 

IN    TONS    OF   2000   LBS. 
Web  vertical.  Z  bars  being  secured  against  yielding  sideways. 


Size  of  i  Thick- 
Z  bar,  '    ness, 

Ins.         Ins. 


6^ 


^ 


6 

6i 


1 1 

T¥ 


6 

6i 


5i 


It 


A 


A 


w 


5^ 


H 


it 


4 

4^ 


4 

41^6 

41 


T^ 


iV 


4 

4tV 
41 


>T^ 


3 

3tV 


1 1 

16 


-h 


^ 


3 


>rff 


9 

TB" 


at! 
u  e 


45.0 
52.4 
59.9 


61.6 
68.4 
75.2 


75.0 
81.2 

87.5 


28.5 
34.1 
39.7 


41.0 
46.0 
51.1 


50.5 
55.2 
61.0 


16.8 
20.9 
24.9 


25.8 
29.4 
33.0 


32.3 
35.5 

38.7 


10.3 
12.7 


Span  in  feet. 


22.515.0 
26.217.5 
29.919.9 


30.8 
34.2 
37.6 


20.5 

22.8 
25.1 


37.5 
40.6 
43.8 


14.3 
17.1 

19.9 


20.5 
23.0 
25.6 


25.3 
27.6 
30.5 


25.0 
27.1 

29.2 


9.5 
11.4 
13.2 


13.7 
15.3 

17.0 


16.8 
18.4 

20.3 


4   5.6 
10.56.97 

12.58.30 


11.2 
13.1 
14.9 


15.4 
17.1 

18.8 


18.8 
20.3 
21.9 


7.12 
8.52 
9.92 


10.2 
11.5 
12.8 


12.6 
13.8 
15.2 


4.2 
5.22 
6.22 


12.98.606.45 


14.7:9.80 
16.5111.0 


16.210.8 

17.8jll.8 
19.412.9 


5.153.43 
6.3514.23 


13.7 

15.9 


6.85  4.57 
7.955.30 


16.3 
18.3 


8.155.43 
9.156.10 


7.35 

8.25 


8.04 

8.88 
9.68|7 


5      6 


9.00 
10.5 
11.9 


7.50 

8.73 
9.98 


12.3 
13.7 
15.0 


15.0 
16.2 
17.5 


10.3 
11.4 
12.5 


12.6 
13.5 
14.6 


5.74.75 
6.825.67 
7.946.62 


8.20 
9.20 
10.2 


6.83 
7.67 
8.52 


10.18.42 
11.09.20 
12.210.2 


3.362.80 

4.183.48 
4.984.15 


,164.30 

,88  4.90 
,60  5.50 


2.58  2. 
3.182. 


3.42  2. 
3.983, 


5.38 
5.92 
6.45 


1.72 
2.12 


74  2.28 
18  2.65 


,08  3.2612.72 
,583.663.05 


8 


5.62 
6.55 

7.49 


7.70 
8.55 
9.40 


9.38 
10.2 
10.9 


3.56 
4.26 
4.96 


5.13 
5.75 
6.39 


6.31 
6.90 
7.63 


2.10 
2.61 
3.11 


3.23 
3.68 
4.13 


4.04 

4.88 
4.84 


1.29 
1.59 


1.71 
1.99 


2.04 
2.29 


10     12 


4.50 
5.24 

5.99 


6.16 

6.84 
7.52 


7.50 
8.12 

8.75 


2.85 
3.41 
3.97 


4.10 
4.60 
5.11 


5.05 
5.52 
6.10 


3.75 
4.37 

4.99 


5.13 
5.70 
6.27 


6.25 
6.77 
7.29 


2.38 

2.84 
3.31 


3.42 
3.83 

4.26 


4.21 
4.60 
5.10 


1.68 
2.09 
2.49 


1.40 
1.74 

2.08 


2.582.15 
2.942.45 
3.30:2.75 


3.232.69 
3.55  2.96 
3.87  3.23 


1.03 
1.27 


1.37 

1.59 


.86 
1.06 


1.01 
1.33 


1.36 
1.53 


o  c 


0028 
0027 
0027 


0028 
0027 
0027 


0028 
0027 
,0027 


0033 
0033 
,0032 


0033 
0033 
0032 


0033 
0033 
0032 


0041 
0041 
0040 


.0041 
.0041 
.0040 


.0041 
.0041 
.0040 


.0055 
.0054 


0055 
0054 


.0055 
.0054 


Safe  loads  given  include  weight  of  Z.    Maximum  fiber  strain,  16,000  lbs.  per  sq.  in. 

Safe  loads  for  intermediate  spans  can  be  obtained  by  dividing  the  coefficient  of 
strength  by  the  span,  in  feet. 

Loads  given  to  the  right  of  the  zigzag  line  produce  deflections  exceeding  i  /360  of 
the  span.  Deflection,  in  inches,  under  tabular  loads,  can  be  obtained  by  multiplying 
the  Deflection  Coefficient  by  the  square  of  the  span,  in  feet.  ^ 


28 88 

76      THE     PASSAIC     ROLLING     MILL     COMPANY. 


BEAM  GIRDERS. 

It  frequently  happens  in  building  construction  that  a  single 
I  beam  is  insufficient  to  carry  the  imposed  load.  Where  heavy 
loads,  such  as  brick  walls,  vaults,  etc.,  are  to  be  supported,  a 
single  I  beam  is  inadequate  and  two  or  more  beams  are  used 
side  by  side,  bolted  together  with  cast  iron  or  steel  separators, 
as  shown  on  page  34,  Figs.  7,  8,  and  9.  These  separators 
serve  to  hold  the  compression  flanges  of  the  beams  in  position 
to  prevent  deflection  sideways,  and  also,  in  a  measure,  to  cause 
the  beams  to  act  together  and  distribute  the  load  uniformly  on 
the  component  beams  of  the  girder.  Separators  should  be 
provided  at  the  supports  and  at  points  where  heavy  loads  are 
imposed  and  at  intervals  of  not  exceeding  6  feet.  A  table  is 
given  on  page  40  by  which  the  approximate  weights  of  sepa- 
rators can  be  obtained  for  any  size  and  width  of  beam  girders. 

In  designing  floors  for  buildings,  it  is  desirable  to  have  a 
minimum  number  of  interior  supporting  columns  consistent 
\Vith  economy,  and  a  beam  girder,  consisting  of  a  pair  of  I 
beams,  is  frequently  advantageous  for  supporting  the  steel 
floor  joists  as  in  Figs,  i  and  3  on  page  34. 

Girders,  composed  of  two  or  more  I  beams,  are  commonly 
used  to  span  openings  in  brick  walls.  If  the  wall  to  be  sup- 
ported is  thoroughly  seasoned  and  without  openings,  the 
weight  carried  by  the  girder  can  safely  be  assumed  to  that  of  a 
rectangle  of  wall  having  a  length  equal  to  the  opening  and  a 
height  of  ^  of  the  opening;  for,  if  the  girder  should  fail,  the 
line  of  rupture  of  the  brickwork  would  be  found  within  this 
rectangle.  If  the  wall  is  newly  built,  or  if  it  has  openings  for 
windows  or  other  purposes,  the  girder  must  be  designed  to 
carry  the  entire  wall  above  the  girder  and  between  the  sup- 
ports. 

In  obtaining  the  weight  of  brick  walls,  it  is  customary  to 
assume  a  cubic  foot  of  brickwork  as  weighing  120  lbs.  The 
weights,  per  superficial  square  foot,  for  different  walls,  are, 

8"  wall, 80  lbs.     20"  wall, 200  lbs. 

12"     ••     120    "       24'     "     240" 

16"     "     160    "       28"     *'     280" 

When  walls  are  faced  with  stone,  the  weight  of  the  stonework, 
taken  at  160  lbs.  per  cubic  foot,  must  be  added.     If  the  walls 
are  plastered,  add  5  lbs.  per  square  foot  for  the  weight  of  the 
plastering. 
^ ^ 


S8 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.       77 


STEEL  BEAM  BOX  aiRDERS. 

A  box  girder  consisting  of  a  pair  of  steel  I  beams,  with  top 
and  bottom  flange  plates,  furnishes  an  economical  girder  for 
short  spans.  The  flange  plates  are  riveted  to  the  beams  with 
f"  diameter  rivets  spaced  from  6"  to  9"  centers.  In  short 
girders,  care  must  be  taken  to  have  a  sufficient  number  of  rivets 
in  each  plate,  between  the  end  of  the  girder  and  the  center  of 
span,  to  develop  the  full  tensile  or  compressive  strength  of  the 
plate. 

The  safe  loads  in  the  following  tables  have  been  com- 
puted from  the  moments  of  inertia  of  the  sections,  deducting 
the  rivet  holes  in  each  flange.  A  maximum  fiber  strain  of 
15,000  lbs.  per  square  inch  is  used,  instead  of  the  16,000  lbs. 
fiber  strain  allowed  on  rolled  beams,  to  allow  for  the  injury 
to  the  strength  of  the  material  due  to  punching  the  holes  for 
the  rivets. 

Suppose  it  is  required  to  select  a  beam  box  girder  to  safely 
support  a  load  of  45  tons,  including  the  weight  of  the  girder 
itself,  over  a  span  of  25  feet.  By  referring  to  the  tables  it 
will  be  found  that  a  girder,  composed  of  two  15"  X  42  lb.  I 
beams  with  flange  plates  14"  X  f",  has  a  safe  load  of  only  40.0 
tons  on  this  span ;  but  each  -^^"  increase  in  thickness  of  flange 
plates  adds  2.16  tons  to  the  safe  load,  so  that  the  flange  plates 
would  require  to  be  ■^"  thicker,  or  f|"  for  each  plate. 

The  deflection  of  the  girder  under  this  load,  in  inches, 
would  be  obtained  by  multiplying  the  Deflection  Coefficient 
by  the  square  of  the  span  in  feet ;  or, 

.00102  X   25    =  0.64". 


28 ' ^ 


58 

88 

78       THE     PASSAIC      ROLLING     MILL     COMPANY. 

< 

STEEL  BEAM 

BOX  aiRDERS 

Safe  Loads,  in  Tons  of  2000  Lbs.,  Uniformly  Distributed.  | 

2 

-12"  Steel  I  Beams  and  2  Steel  Plates  14"  X  I" 

6" 

6" 

<4-l 

lC'"-""^.^ 

,r\fv:';r\. 

0 

<3>| 

1 

s? 

^i»]!r^ 

~T/^        ,  «,, 

o 

2 

plates 

14"  X  ^" 

12" 

2 

plates, 
U"X  i" 

12" 

0 

I  Beams  ; 
iO.O  lbs. 
.     per  foot. 

I  Beams 
31.5  lbs. 
per  foot. 

II 

a 
u 

£.S 

'--^'— ' 

fe>   ^ 

riJ 

v.^^^ 

J  a 

u 

^\^ ^ 

'  ^     ■  ■  vj/  ' 

S   in 

C/3 

9i" 

9" 

u 
0 
U 

a 

V 

Q 

Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 

Inc.  in  Safe 
Load  for  -^^  In. 

Increase  in 

Thickness  of 

Flange  Plates. 

Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 

Inc.  in  Safe 

Load  for  ^^^  in. 

Increase  in 

Thickness  of 
Flange  Plates. 

12 

61.8 

3.61 

55.3 

3.65 

13 

57.0 

3.33 

51.0 

3.37 

14 

53.0 

3.09 

47.4 

3.13 

a 

15 

49.5 

2.89 

44.2 

2.92 

«  0 

16 

46.4 

2.71         : 

41.5 

2.74 

a  0 

17 

43.6 

2.55         1 

39.0 

2.58 

18 

41.2 

2.41 

36.8 

2.43 

.S  0 

19 
20 

39.0 

2.28 

34.9 

2.31 

"'I 
1— 1   u 

37.1 

2.17 

33.2 

2.19 

21 

35.3 

2.06 

31.6 

2.09 

-^SX 

22 

33.7 

1.97 

30.2 

1.99 

23 

32.3 

1.88 

28.8 

1.90 

24 

30.9 

1.80 

27.6 

1.83 

u«0 
="  (/J 

25 

29.7 

1.73         1 

26.5 

1.75 

26 
27 

28.5 

1.67 

25.5 

1.68 

0  w 

27.5 

1.60 

24.6 

1.62 

28 

26.5 

1.55         ! 

23.7 

1.56 

29 
30 

25.6 

1.49         ' 

22.9 

1.51 

24.7 

1.44         1 

22  1 

1.46 

31 

23.9 

1.40         1 

21.4 

1.41 

32 

23.2 

1.35 

20.7 

1.37 

33 

22.5 

1.31 

20.1 

1.33 

.5  « 

34 

21.8 

1.27 

19.5 

1.29 

35 

21.2 

1.24 

19.0 

1.25 

36 

20.6 

1.20 

18.4 

1.22 

37 

20.1 

1.17 

17.9 

1.18 

38 

19.5 

1.14 

17.5 

1.15 

39 

19.0 

1.11 

17.0 

1.12 

Wgt.  per  lineal  ft.  of  girder. 

Wgt.  per  lineal  ft.  of  girder, 

includ'g  rivet  heads=T3i  lbs. 

includ'g  rivet  heads=ii5  lbs. 

Ma3 

timum  fiber  strain  of  15,000  lb 

s.  per  square  inch  ;  holes  for  f ' 

'  rivets 

in  bot 

1  flanges  deducted. 

Def 

ection,  in   inches,  under  tabu 

ar  loads,  equals   the   product 

of  the 

Deflec 
0» 

tion  Coefficient  by  the  square 

of  the  span,  in  feet. 

88 

S8' 


"S8 


THE     PASSAIC      ROLLING     MILL 

COMPANY. 

79 

STEEL   BEAM 

BOX   GIRDERS 

Safe  Loads,  m  Tons  of  2000  Lbs.,  Uniformly  Distributed. 

2-15"  Steel  I  Beams  and  2  Steel  Plates  14"  X  f ". 

6h" 

6" 

c<* 

o 

,  r*'       'r» , 

c^ -/^ 

0 

I-H 

2 

plates 

U"x  1" 

15" 

2 

plates 
14"  X|" 

r  15" 

II 

2.S 

'--»,—' 

I  Beams 

60.0  lbs. 

.     per  foot. 

I  Beams 
42.0  lbs. 
per  foot. 

li 

•-r^ ir 

"M*           kJ  ' 

c  c 
1).-. 

"  13 
a 

C/3 

10' 

9i" 

U 

c 
_o 

0 
<u 

re 

V 

Q 

Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 

Inc.  in  Safe 

Load  for  jJg  in. 

Increase  in 

Thickness  of 

Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 

Inc.  in  Safe 

Load  for  ^g  in. 

Increase  in 

Thickness  of 

Flange  Plates. 

Flange  Plates. 

12 

105.3 

4.32         1 

83.4 

4.49 

13 

97.2 

3.99        j 

77.0 

4.15 

14 

90.3 

3.71      : 

71.5 

3.85 

15 

84.3 

3.46 

66.7 

3.59 

c 

16 

79.0 

3.24 

62.6 

3.37 

«  ■S 

17 

74.4 

3.05 

58.9 

3.17 

n  0 

18 

70.2 

2.88 

55.6 

2.99 

19 

66.5 

2.73 

52.7 

2.83 

ci-i 

20 

63.2 

2.60 

50.1 

2.69 

21 

60.2 

2.47 

47.7 

2.57 

10  0 

22 

57.5 

2.36 

45.5 

2.45 

-SSft 

23 

55.0 

2.26 

43.5 

2.34 

0^ 

24 

52.7 

2.16 

41.7 

2.25 

(Ul— 1 

25 

50.6 

2.08 

40.0 

2.16 

u  0 
«  .J, 

26 

48.6 

2.00 

38.5 

2.07 

27 

46.8 

1.92 

37.1 

2.00 

V  i; 

28 

45.1 

1.85 

35.8 

1.92 

0  to 

29 

43.6 

1.79 

34.5 

1.86 

30 

42.1 

1.73 

33.4 

1.80 

31 

40,8 

1.67 

32.3 

1.74 

bJOCi, 

32 
33 

39.5 

1.62 

1        31.3 

1.68 

38.3 

1.57 

30.3 

1.63 

34 

37.2 

1.53 

29.4 

1.59 

35 

36.1 

1.48 

28.6 

1.54 

36 

35.1 

1.44 

27.8 

1.50 

0  H 

37 

34.2 

1.40 

27.1 

1.46 

c'^ 

38 

33.3 

1.37 

26.3 

1.42 

39 

32.4 

1.33 

25.7 

1.38 

40 

31.6 

1.30 

25.0 

1.35 

Wgt.  per  lineal  ft.  of  girder, 

Wgt.  per  lineal  ft.  of  girder, 

includ'g  rivet  heads=i83  lbs. 

i  includ'g  rivet  heads=i47  lbs. 

Ma 

ximum  fiber  strains  of  15,000  11 

)s.  per  square  inch  ;  holes  for  |' 

rivets 

in  bot 

1  flanges  deducted. 

Def 

lection,  in   inches,  under  tabu 

lar  loads,  equals   the   product 

of  the 

Deflec 

;tion  Coeffici 

:n 

tb 

y  the  square 

of  the  span. 

in 

feet. 

.88 


S8- 


'28 


80       THE     PASSAIC     ROLLING     MILL     COMPANY. 


STEEL  BEAM  BOX  GIRDERS. 

Safe  Loads,  in  Tons  of  2000  Lbs.,  Uniformly  Distributed, 
2-20"  Steel  I  Beams  and  2  Steel  Plates  16"  X  f" 


V  ^ 


im 


a 


14 
15 
16 
17 

18 
19 


20 
21 
22 
23 
24 
25 
26 
27 
28 
29 


30 
31 
32 
33 
34 
35 
36 
37 
38 
39 
40 


2 

plates 
16"  X  i' 


w 


^ 


20" 

I  Beams 
80.0  lbs. 
per  foot. 


Hi 


Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 


154.3 
144.1 
135.1 
127.1 
120.1 
113.7 


108.1 

102.9 

98.2 

93.9 

90.0 


86.4 
83.1 
80.0 

77.2 
74.5 


72.0 
69.7 
67.5 
65.5 
63.6 
61.7 
60.0 
58.4 
56.9 
55.4 
54.0 


Inc.  in  Safe 

Load  for  Jg  in. 

Increase  in 

Thickness  of 

Flange  Plates. 


6.01 
5.61 
5.26 
4.95 

4.68 
4.43 


4.21 
4.01 
3.83 
3.66 
3.51 
3.37 
3.24 
3.12 
3.01 
2.90 


2.81 
2.72 
2.63 
2.55 

2.48 
2.41 


34 
27 
22 
16 
10 


Wgt.  per  lineal  ft.  of  girder, 
includ'g  rivet  heads=245  lbs. 


2 

plates, 

16"xa" 


M. 


^^ 


20" 

I  Beams 

65.0  lbs.  I 
per  foot. 


10^ 


Safe  Loads, 

includ'g  Wgt. 

of  Girder, 

in  Tons. 


144.1 
134.5 
126.1 
118.7 
112.1 
106.2 


100.8 
96.0 
91.7 

87.7 
84.0 
80.7 
77.6 
74.7 
72.0 
69.6 


67.2 
65.0 
63.0 
61.1 
59.3 
57.6 
56.0 
54.5 
53.1 
51.7 
50.4 


Inc.  in  Safe 

Load  for  yg  in. 

Increase  in 

Thickness  of 
Flange  Plates. 


6.06 
5.66 
5.30 
4.99 
4.72 
4.47 


4.24 
4.04 
3.86 
3.69 
3.54 
3.40 
3.26 
3.14 
3.03 
2.93 


2.83 
2.74 
2.65 
2.57 
2.50 
2.43 
2.36 
2.29 
2.23 
2.18 
2.12 


Wgt.  per  lineal  ft.  of  girder, 
includ'g  rivet  heads=2i5  lbs. 


i£ 


en   O 

n  O 

o  ^ 

.a  lu 

•^  S 

rt  ^ 


O  M 


§H 


88- 


Maximum  fiber  strains  of  15,000  lbs.  per  square  inch  ;  holes  for  f"  rivets 
in  both  flanges  deducted. 

Deflection,  in  inches,  under  tabular  loads,  equals  the  product  of  the 
Deflection  Coefficient  by  the  square  of  the  span,  in  feet. 


8S 


I 


<g 85 

THE     PASSAIC     ROLLING     MILL     COMPANY.       81 


NOTES  ON  THE  STRENOTH  AND 
DEFLECTION  OF  BEAMS. 

Let  A  =  area  of  section,  in  square  inches. 
L    =  length  of  span,  in  feet. 
/     =  length  of  span,  in  inches. 
W   =  load,  uniformly  distributed,  in  lbs. 
P   =  load,  concentrated  at  any  point,  in  lbs. 
A    =  height  of  cross-section,  in  inches. 
M  =  bending  moment,  in  foot-lbs. 
m  =  bending  moment,  in  inch-lbs. 
n    =  greatest  distance  of  center  of  gravity  of  section  from 

top  or  from  bottom,  in  inches. 
S   =  strain  per  square  inch  in  extreme  fibers  of  beam, 

either  top  or  bottom,  in  lbs.,  according  as  n  refers 

to  distance  from  top  or  from  bottom  of  section. 
D  =  maximum  deflection,  in  inches. 
I    =  moment  of  inertia  of  section,  neutral  axis  through 

center  of  gravity. 
I'  =  moment  of  inertia  of  section,  neutral  axis  parallel  to 

above,  but  not  through  center  of  gravity. 
z    =  distance  between  these  neutral  axes. 
Q  =  section  modulus. 

R  =  least  moment  of  resistance  of  section,  in  inch-lbs. 
r   =  radius  of  gyration,  in  inches. 
C  =  coefficient  of  transverse  strength,  in  lbs. 
E  =  modulus  of  elasticity  (27,000,000  for  wrought  iron 

and  29,000,000  for  steel). 
For  a  beam  of  any  cross-section  the  following  formulae  ex- 
press  the   relation   existing  between   the  properties  of  the 
section. 

I'  = 


If  a  beam,  supported  at  the  ends,  is  loaded  with  a  weight, 
this  weight  produces  reactions  at  the  two  supports,  the  sum  of 
which  is  equal  to  the  weight.  The  weight  and  the  reactions 
are  the  external  forces  acting  on  the  beam.     They  produce  a 

^— 


58 8? 

82       THE     PASSAIC     ROLLING     MILL     COMPANY. 


bending  of  the  beam,  by  which  the  fibers  of  the  upper  portion 
of  the  beam  are  shortened  and  the  fibers  of  the  lower  portion 
are  elongated,  the  result  of  a  compressive  strain  in  the  upper 
portion  and  a  tensile  strain  in  the  lower  portion  of  the  cross-sec- 
tion of  the  beam.  Between  the  top  and  the  bottom  of  the  cross- 
section  is  a  place  where  no  shortening  or  lengthening  of  the 
fibers  occurs,  and  this  is  called  the  neutral  axis.  In  steel,  and 
in  other  homogeneous  materials  having  equal  resistances  to 
compression  and  tension  alike,the  neutral  axis  is  coincident  with 
the  center  of  gravity  of  the  section,  and  in  symmetrical  sections, 
as  in  I-beams,  this  is  at  the  middle  of  the  depth  of  the  beam. 

At  any  point  in  the  length  of  the  beam,  the  tendency  to  pro- 
duce bending  is  equal  to  the  algebraic  sum  of  the  moments  of 
the  external  forces  at  that  point.  This  moment  of  the  exter- 
nal forces  is  called  the  "bending  moment."  A  beam  resists 
bending  at  any  point  by  the  resistance  of  its  particles  to  ex- 
tension or  compression,  the  sum  of  the  moments  of  which 
about  the  neutral  axis  of  the  cross-section  is  called  the  "  mo- 
ment of  resistance."  The  fundamental  principle  of  the  strength 
of  beams  is  that  the  bending  moment  of  the  external  forces  is 
equal  to  the  moment  of  resistance  of  the  internal  forces  re- 
sisting flexure.  As  the  moment  of  resistance  of  a  section  is 
generally  expressed  in  inch-pounds,  the  bending-moment 
must  also  be  expressed  in  inch-pounds.  The  following  for- 
mulae give  the  relations  existing  between  bending-moment, 
moment  of  resistance,  section  modulus,  and  the  strain  per 
square  inch. 

w  =  R;  Q=-; 

o 

m  =  OS ;  S  =  —  . 

Q 

If  the  bending-moment  is  in  foot-pounds  the  following  rela- 
tions are  convenient : 

C  =  8  M;  M  =  — ; 

8 

and  for  a  uniformly  distributed  load,  W,  in  lbs.,  the  span,  L, 
being  taken  in  feet, 

C=WL;  W=— . 

L 

These  last  two  formulae  are  of  great  practical  convenience 
for  obtaining  the  safe  uniformly  distributed  loads  for  the  va- 

28 Sa 


88 «8 

THE    PASSAIC     ROLLING    MILL    COMPANY.  83 


rious  sections,  as  it  is  only  necessary  to  divide  the  coefficient 
of  strength  by  the  span,  in  feet,  to  obtain  the  safe  uniformly 
distributed  load,  in  lbs.  If  the  uniformly  distributed  load, 
in  lbs.,  is  given,  multiply  it  by  the  span  in  feet  and  the  re- 
sult is  the  required  coefficient  of  strength,  and  the  proper 
section  required  can  be  obtained  by  inspection  of  the  tables. 
The  moment  of  inertia,  section  modulus,  radius  of  gyration, 
and  coefficient  of  strength  are  given  in  the  tables  of  proper- 
ties for  all  sections  of  structural  shapes  of  steel  rolled  by  the 
Passaic  Rolling  Mill  Co. 


REACTIONS. 

If  a  beam  resting  at  its  extremities  upon  two  supports  is 
loaded  with  a  v/eight,  each  support  reacts  with  an  upward 
pressure,  which  is  called  the  reaction  of  the  support.  This 
reaction  is  equal  to  the  weight  carried  by  the  support.  The 
sum  of  the  reactions  of  the  two  supports  will  equal  the  total 
load  on  the  beam.  If  the  load  is  either  uniformly  distributed, 
applied  at  the  center  of  the  span,  or  symmetrically  placed  on 
each  side  of  the  center  of  the  span,  the  reaction  of  the  two 
supports  will  be  the  same  and  each  equal  to  one-half  the  load. 

When  the  loads  are  not       p       -             p'             p" 
symmetrically  placed,  the       *"'^'    '     /^          /fx 
reactions  are  determined   f>^ V|y  yjy ^B 


<- — c--^*** — a  --^-b--^ 


V" 


in    the    following    man- 
ner :  —  Let  AB  represent 

a  beam  supported   at  A  ^/j< -  I 

and  B  and  loaded  with  the 

weights  P'  and  P".  The  reactionat  one  support  due  to  a  weight 
is  equal  to  the  weight  multiplied  by  the  distance  of  its  center 
of  gravity  from  the  other  support  and  divided  by  the  length 
of  the  span.  The  total  reaction  at  the  support  is  equal  to  the 
sum  of  the  reactions  produced  by  all  the  loads.     Then, 

P"    h 

=  reaction  at  A  due  to  weight  P", 

P^  {(i-^b)  _  ^.gjj(,^jon  at  A  due  to  weight  P', 
/ 

V  -  ^"  ^    -\-  ^'  ^^  "^  ^^  =  total  reaction  at  A. 
~      I      ^  I 

In  the  same  way  the  total  reaction  V",  at  B  is  obtained,  and 
I    as  a  check  on  the  calculations,  V  -f  V"  must  equal  P'  -f  P". 

88 ^ 88 


^ '. 8S 

84       THE     PASSAIC     ROLLING     MILL     COMPANY. 


SHEAR. 

The  loads  and  opposing  reactions  on  a  beam  not  only  tend 
to  bend  the  beam  but  also  to  shear  it  across  vertically.  The 
vertical  force  which  tends  to  produce  shearing  is  called  the 
shear.  The  shear  at  an  abutment  or  support  is  equal  to 
the  reaction  of  the  support.  At  any  point  between  the  sup- 
ports the  shear  is  equal  to  the  difference  between  the  reac- 
tion at  one  support  and  the  total  load  occurring  between  that 
support  and  the  point  considered.  Thus,  referring  to  Fig.  i, 
the  shear  at  the  support  A  is  equal  to  the  reaction  V.  The 
shear  at  all  points  between  A  and  the  point  of  application  of 
the  load  P'  is  uniform  and  equal  to  the  reaction  V,  for  the 
reason  that  no  load  occurs  to  be  deducted  from  the  reaction. 
Theshear  at  any  point  between  P'  and  P"  is  obtained  by  deduct- 
ing the  load  P'  from  the  reaction  V,  and  the  shear  is  there- 
fore uniform  between  the  points  of  application  of  these  loads. 
Where  a  beam  is  loaded  with  concentrated  weights,  changes 
in  the  amount  of  shear  occur  only  at  the  points  where  the  loads 
are  applied.  If  the  load  is  distributed,  the  shear  changes  in 
amount  at  every  point  of  the  loaded  length.  In  all  cases  the 
shear  can  be  calculated  by  first  finding  the  reaction  at  one  sup- 
port produced  by  the  total  load,  and  the  shear  at  any  point 
will  be  the  difference  between  this  reaction  and  the  sum  of  all 
the  loads  occurring  between  that  support  and  the  point  con- 
sidered. 

If  a  beam,  supported  at  both  ends,  carries  a  uniformly  dis- 
tributed load  over  its  entire  length,  the  shear  at  each  support 
is  one-half  the  total  load  on  the  beam,  and  decreases  uni- 
formly to  zero  at  the  center  of  the  span.  If  the  load  is  con- 
centrated at  the  center  of  the  span,  the  shear  is  uniform 
throughout  the  entire  length  of  the  beam,  and  equal  to  one- 
half  the  load. 

If  the  reaction,  which  acts  upward,  is  considered  as  positive, 
and  the  loads,  which  act  downward,  are  considered  as  nega- 
tive, the  shear  at  any  point  is  the  algebraic  sum  of  the  verti- 
cal forces  acting  on  the  beam  between  either  support  and  the 
point  considered. 


BENDING-MOMENT. 

The  applied  loads  and  their  reactions  constitute  the  exter- 
nal forces  which  tend  to  bend  the  beam.      This  bending  is 

fe « 


^ 85 

THE     PASSAIC     ROLLING     MILL     COMPANY.       85 


measured  by  the  moment  of  the  external  forces,  which  is  called 
the  bending-moment.    Let  •,   ^-^P|    r^^     r^"^ 

AB  be  a  beam  supported  A         'CJ        CJ         C  J  B 

at  its  ends  and  loaded 
with  the  weights  P^,  P  2> 
and  P3.     These  weights  w' 


f ^1  T TT \ 


\ ^v" 

produce    reactions    at   A  FiG.  2. 

and  B,  which  are  represented  by  V  and  V"  respectively.  If  a 
section  is  taken  at  k,  at  a  distance,  jr,  from  the  left  support,  and 
the  left-hand  portion  only  of  the  beam  is  considered,  the  ten- 
dency to  produce  bending  at  k  is  measured  by  the  moment  of 
the  reaction  about  that  point.  The  moment  of  a  force  being 
equal  to  the  product  of  the  force  by  the  lever  arm  of  its  action, 
the  bending-moment  at  k  is  equal  to  the  reaction  V  multiplied 
by  the  distance  x.  Similarly  the  bending-moment  at  Pj^  is 
equal  to  the  product  of  the  reaction  V  by  the  distance  a.  At 
P2  the  reaction  V  produces  a  moment  equal  to  the  product  of 
the  reaction  by  its  distance  from  P2,  and  the  weight  P^  also 
produces  a  moment  equal  to  the  weight  P;|l  multiplied  by  its 
distance  from  P2.  The  reaction  acts  upward  and  tends  to  pro- 
duce rotation  about  P2  in  the  direction  of  the  motion  of  the 
hands  of  a  watch.  The  weight  Pj^  acts  downward  and  tends 
to  produce  rotation  around  P2  in  a  direction  opposite  to  the 
motion  of  the  hands  of  a  watch.  The  reaction  V  and  the 
weight  Pj^,  therefore,  produce  moments  around  P2  tending  to 
produce  rotation  in  opposite  directions.  The  resulting  bend- 
ing-moment at  P2  is  the  difference  of  the  two  moments.  If 
moments  tending  to  produce  rotation  in  one  direction  are  con- 
sidered as  positive,  and  moments  tending  to  produce  rotation 
in  the  opposite  direction  as  negative,  then  the  bending  moment 
at  any  point  is  obtained  by  taking  the  algebraic  sum  of  the 
moments  of  all  the  forces,  acting  on  the  beam  between  either 
support  and  the  point  considered,  around  that  point.  From 
this  it  follows  that  the  bending  moment 

at  Pi  =  V  a. 

at  P2  =  V  («  +  3)  —  Pi  h. 

at  P3  =  V  («  +  ^  +  r)  -  Pi  (^  +  r)  -  P2  c. 

In  calculating  the  bending  moment  the  weights  are  taken 
in  pounds.  If  the  distances  are  taken  in  feet  the  bending- 
moment  will  be  expressed  in  foot-lbs.  If  the  distances  are 
taken  in  inches  the  bending-moment  will  be  in  inch  lbs. 

88 88 


■J8 


86        THE     PASSAIC     ROLLING     MILL     COMPANY 


The  bending-moment  varies  from  point  to  point  and  attains 
a  maximum  value  at  some  point  the  location  of  which  can  be 
obtained  by  trial.  The  point  at  which  the  bending-moment 
attains  a  maximum  depends  upon  the  shear.  If  the  load  is 
distributed,  the  maximum  moment  will  occur  at  that  point 
in  the  length  of  the  beam  where  the  shear  becomes  equal  to 
zero ;  that  is,  at  the  point  where  the  load  on  the  beam  be- 
tween one  support  or  abutment  and  the  point  considered  be- 
comes equal  to  the  reaction  of  that  support.  If  the  loads  are 
concentrated  at  several  points,  maximum  bending  will  always 
occur  at  the  point  of  application  of  one  of  the  loads.  The 
particular  load  at  which  maximum  bending  occurs,  is  the  one 
at  which  the  sum  of  all  the  loads  on  the  beam  between  one 
support  or  abutment  up  to  and  including  the  load  in  question, 
first  becomes  equal  to  or  greater  than  the  reaction  at  the 
support. 

In  general,  the  bending-moment  is  a  maximum  at  the  point 
where  the  shear  becomes  equal  to  zero,  or,  due  regard  being 
paid  to  the  algebraic  sign  of  the  shear,  at  the  point  where  the 
shear  changes  from  a  positive  value  to  a  negative  value,  or  the 
reverse. 


EXAMPLE. 

Let  AB  represent  a  beam,  2o  feet  long  between  centers  of  sup- 
ports, loaded  in  the  manner  shown: 

The  portion  of  the  load 
Fig.  3.       9000lbs  IZOOOIba.  eopOlbs.       p^  carried  by  the  left- 

/^Pi     r^Pp    (^P^        ^^^'"^^  support  is 


-iQ-  of 

2  40    O^ 


'* ^^ ^ ■^ ^°  P3,  or  1,000   lbs.;    the 

^--80'--^-  6Ch-^;^-60^-*'^40^      portion  of  Pg  carried  by 
240  ^      the  left-hand  support  is 

fi  V2       ^^    of    Pg,   or     5,000 

lbs.;  similarly  the  portion  of  P^  carried  by  the  same  sup- 
port is  l^f  g  of  Pj^,  or  6,000  lbs.  The  reaction,  Y^,  of  the  left 
support  is  the  sum  of  these  three,  or  12,000  lbs.  In  the  same 
manner  the  reaction  V2,  at  the  right-hand  support,  can  be  ob- 
tained by  taking  the  sum  of  the  portions  of  the  loads  going 
to  that  support,  and  will  be  found  to  be  15,000  lbs.  The  sum 
of  the  two  reactions  must  equal  the  sum  of  the  loads  on  the 
beam. 

If  the  bending-moment  is  taken  at  the  point  of  application 
of  the  load  P2,  and  the  left-hand  portion  of  the  beam  only  is 


88- 


S 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.       87 


considered,  the  reaction  Yi  produces  a  moment  equal  to  the 
product  of  the  reaction  by  its  distance  from  P2 ;  and  the  load 
P]^  produces  a  moment  equal  to  the  product  of  the  load  by  its 
distance  from  P2.  As  these  two  moments  tend  to  produce 
rotation  in  opposite  directions,  the  resultant  moment  of  the 
external  forces  around  P2  is  equal  to  the  difference  between 
these    two   moments,  or  the  bending   moment,  in  inch -lbs., 

w  =  Vi  X  140 — Pi  X  60=  12,000  X  140  —  9,000  X  60 
=  1,140,000  inch-lbs. 

In  this  case  this  is  the  maximum  bending-moment  on  the 
beam,  because  at  the  load  P2the  sum  of  the  loads  on  the  beam 
between  the  support  A  up  to  and  including  P2  first  becomes 
equal  to,  or  greater  than,  the  reaction  at  A. 

If  it  is  required  to  find  the  proper  size  of  steel  beam  neces- 
sary to  safely  carry  the  above  loads,  the  section  modulus  is 
found  from  the  foregoing  formulse,  assuming  a  fiber  strain  of 
16,000  lbs.  per  square  inch,  as  follows : 

O  =  '^  =  M40^o  _  ^^ 
S  16,000 

A  15"  steel  I-beam,  weighing  50  lbs.  to  the  foot,  has  a  section 
modulus  of  70.6,  and  is  sufficient  for  the  purpose. 

If  the  bending-moment  is  wanted  in  foot-pounds,  the  lengths 
are  taken  in  feet  instead  of  in  inches  ;  and 

M=Vi  X  iif  — Pi  X  5  =  12,000  X  iif  — 9,000  X  5 
=  95,000  foot-lbs. 

and  the  coefficient  of  strength  required  for  a  steel  beam  to 
carry  the  loads  is, 

C  =  8M  =  8  X  95,000  =  760,000 

A  15"  steel  I,  weighing  50  lbs.  per  foot,  has  a  coefficient  of 
strength  of  753,300  lbs.,  and  the  size  of  beam  required  is  the 
same  as  before. 

The  following  tables  give  general  formulse  for  the  bending- 
moments,  maximum  safe  loads,  and  deflections  for  beams 
loaded  and  supported  in  different  ways.  In  using  these  tables 
to  obtain  loads,  or  deflections,  all  lengths  must  be  expressed 
in  inches. 


J 


88- 


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THE     PASSAIC     ROLLING     MILL     COMPANY. 


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92       THE     PASSAIC     ROLLING     MILL     COMPANY, 


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THE 

PASSAIC     ROLLING     MILL     COMPANY.      93 

MOMENT   OF 

INERTIA  OF  RECTANGLES. 

A  X 

1 

Width  of 

Rectangle,  in  inches. 

1 
4 

3 

8 

1. 
2 

5. 

8 

3 

4 

7. 
8 

1 

6 

4.50 

6.75 

9.00 

11.25!     13.50 

15.75 

18.00 

7 

7.15 

10.72 

14.29 

17.86!     21.44 

25.01 

28.58 

8 

10.67 

16.00 

21.33 

26.67 

32.00 

37.33 

42.67 

9 

15.19 

22.78 

30.38 

37.97 

45.56 

53.16 

60.75 

10 
11 

20.83 

31.25 

41.67 

52.08 

62.50 

72.92 

83.33 

27.73 

41.59 

55.46 

69.32 

83.18 

97.06 

110.92 

12 

36.00 

54.00 

72.00 

90.00 

108.00 

126.00 

144.00 

13 

45.77 

68.66 

91.54 

114.43 

137.31 

160.20 

183.08 

14 

57.17 

85.75 

114.33 

142.92 

171.50 

200.08 

228.67 

15 

70.31 

105.47 

140.63 

175.78 

210.94 

246.09 

281.25 

16 

85.33 

128.00 

170.67 

213.33 

256.00 

298.67 

341.33 

17 

102.35 

153.53 

204.71 

255.89 

307.06 

358.24 

409.42 

18 

121.50 

182.25 

243.00 

303.75 

364.50 

425.25 

486.00 

19 

142.90 

214.34 

285.79 

357.24 

428.68 

500.14 

571.58 

20 

166.67 

250.00 

333.33 

416.67 

500.00 

583.33 

666.67 

21 

192.94 

289.41 

385.88 

482.34 

578.81 

675.28 

771.75 

22 

221.83 

332.75 

443.67 

554.58 

665.50 

776.42 

887.33 

23 

253.48 

380.22 

506.96 

633.70 

760.44 

887.18 

1013.92 

24 

288.00 

432.00 

576.00 

720.00 

864.00 

1008.00 

1152.00 

25 

325.52 

488.28 

651.04 

813.80 

976.56 

1139.32 

1302.08 

26 

366.17 

549.25 

732.33 

915.42 

1098.50 

1281.58 

1464.67 

27 

410.06 

615.09 

820.13 

1025.16 

1230.19 

1435.22 

1640.25 

28 

457.33 

686.00 

914.67 

1143.33 

1372.00 

1600.67 

1829.33 

29 

508.10 

762.16 

1016.21 

1270.26 

1524.31 

1778.36 

2032.42 

30 

562.50 

843.75 

1125.00 

1406.25 

1687.50 

1968.75 

2250.00 

31 

620.65 

930.97 

1241.30 

1551.62 

1861.94 

2172.26 

2482.60 

32 

682.67 

1024.00 

1365.33 

1706.67 

2048.00 

2389.33 

2730.67 

33 

748.69 

1123.03 

1497.38 

1871.72 

2246.06 

2620.40 

2994.76 

34 

818.83 

1228.25 

1637.67 

2047.08 

2456.50 

2865.92 

3275.33 

35 

893.23 

1339.84 

1786.46 

2233.07 

2679.68 

3126.30 

3572.92 

36 

972.00 

1458.00 

1944.00 

2430.00  2916.00 

3402.00 

3888.00 

37 

1055.27 

1582.90 

2110.54 

2638.17  3165.80 

3693.44 

4221.08 

38 

1143.17 

1714.75 

2286.33 

2857.92  3429.50 

4001.08 

4572.67 

39 

1235.81 

1853.72 

2471.62 

3089.53  3707.44 

4325.34 

4943.24 

40 

1333.33 

2000.00 

2666.67 

3333.33  4000.00 

4666.67 

5333.33 

8S 

^■ 


'8S 


94       THE     PASSAIC     ROLLING     MILL     COMPANY. 

MOMENT   OF  INERTIA  and  SECTION  MODULUS 
FOR  USUAL   SECTIONS. 


Sections. 


I-  b 


X 

A. 4 


Moment  of  Inertia, 
I. 


bh3 
~T2 


Section  Modulus, 

a. 


bh2 


,»-b  -"^ 


^x.i 


r= 


bh3 


X      h 


f//////A^     J, 

K--  D-->1 


bh3 
36 


Mill.  = 

24 


1'  =  !^? 
12 


^ .i 


7 T- 


7rd4 

~"64 
=  0.0491  d4 


7rd3 

32 

0.0982  d3 


^  -*ib 


■^■'<--^ 


^h'  ;h 


k-b-'l 


1  = 


bh3-Vh'3 


12 


0.5h 


d' x|[:._m  a 


1  =  0.0491  (d4-d'4) 


0.0982 


(-D 


^^ 


X 

a: 


._x_i" 

:h' 


1  = 


b'n3+bn'3-(b-b')a3 


Min. 


t^//77X ^ 

K--b-:>i 


1  = 


bh3-2b^  h^  3 
12 


0.5h 


XX  Denotes  position  of  neutral  axis. 


ss. 


88 


?8 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.       95 


FIREPROOF  CONSTRUCTION. 

A  simple  type  of  fireproof  construction  is  illustrated  in  Fig. 
I,  page  34.  Figs.  2,  3  and  4  show  the  manner  of  connecting 
the  beams  and  girders  with  each  other  by  means  of  connection 
angles,  which  are  riveted  or  bolted  to  the  beams  and  girders. 
The  standard  sizes  of  these  connection  angles  and  the  number 
of  bolts  or  rivets  required  are  given  on  pages  41-43.  The 
manner  of  connecting  the  beams  and  girders  to  the  columns  is 
illustrated  by  the  drawings  on  page  39. 

Brick  arches  were  formerly  largely  used  for  the  construc- 
tion of  fireproof  floors  in  buildings.  This  type  of  construc- 
tion consists  usually  of  a  4"  course  of  brick,  resting  on  the 
lower  flanges  of  the  I  beams  against  brick  skewbacks,  the 
arch  having  a  rise  at  the  center  of  not  less  than  3",  and  not 
less  than  i^"  rise  for  each  foot  of  span;  in  case  the  floor  is  to 
carry  heavy  loads,  two  or  more  courses  of  brick  should  be 
used.  The  I  beam  joists  should  be  spaced  about  5  or  6  ft. 
centers.  The  space  above  the  arches  is  filled  with  concrete 
in  which  wooden  strips  are  imbedded,  to  which  the  floor  is 
nailed.  The  plastered  ceiling  is  applied  directly  to  the  under 
side  of  the  brick  arches.  The  horizontal  thrust  of  the  arches 
must  be  provided  for  by  the  use  of  tie-rods,  generally  f "  diam- 
eter, spaced  at  intervals  of  from  5  to  6  ft.  The  tie-rods  should 
pass  through  the  beams  as  near  the  center  of  the  skewback  as 
possible;  generally,  the  tie-rods  should  pass  through  the 
beams  at  a  distance  from  the  bottom  of  the  beam  equal  to  -j 
the  depth  of  the  beam.     The  thrust  of  the  arches,  in  lbs,  per 

lineal  foot,  can  be  found  by  the  formula,  T=:  3  W  L,  ^  ^^  which 

2R 
W  is  the  load  per  square  foot,  L  the  span  of  the  arch  in  feet, 

and  R  the  rise  of  the  arch  in  inches.  A  channel  or  an  angle 
should  be  used  to  support  the  arches  abutting  against  the 
walls,  and  to  properly  distribute  the  loads  upon  the  walls. 
The  tie-rods  in  the  arches  abutting  against  the  walls  should  be 
securely  anchored  to  the  wall  channels  or  angles.  The  exces- 
sive weight  and  the  lack  of  adequate  protection  of  the  lower 
flanges  of  the  beams  are  serious  objections  to  this  type  of 
construction ;  and  where  flat  ceilings  are  required  it  is  unavail- 
able. 

g? 88 


^ ^ 

96      THE     PASSAIC     ROLLING     MILL     COMPANY.  I 


Hollow  brick  flat  arches  of  the  types  shown  on  pages  35 
and  36  are  very  generally  used  for  the  construction  of  fire- 
proof floors.  These  arches  are  generally  of  porous  terra- 
cotta material,  which  is  made  of  a  mixture  of  clay  and  sawdust 
subjected  to  an  intense  heat,  which  consumes  the  combustible 
material,  leaving  the  brick  porous  and  reducing  the  weight 
materially  while  preserving  the  fireproof  qualities  intact.  For 
arches,  partitions,  furring,  column  covering,  roof  and  ceiling 
tiles,  etc.,  it  is  particularly  adapted.  It  receives  and  holds 
plaster  and  readily  admits  driving  of  nails,  which  hold  equally 
as  well  as  if  driven  in  wood.  The  underside  of  the  arch  being 
flat  permits  the  construction  of  a  level  ceiling.  The  joints  in 
the  arches  are  made  radial,  and  the  blocks  should  be  thor- 
oughly cemented  together.  The  beams  should  be  spaced  from 
4  to  6  ft.  apart  and  connected  together  with  f '  diameter  tie- 
rods  at  intervals  not  exceeding  6  ft.  The  arch  should  have  a 
thickness  of  at  least  i:^"  for  each  foot  of  span.  The  space 
above  the  arches  is  filled  with  a  light  concrete  consisting  of 
cinders  and  cement,  into  which  wooden  strips  are  imbedded,  to 
which  the  flooring  is  nailed. 

Fireproof  partitions  are  constructed  of  porous  terra-cotta 
hollow  brick  blocks  set  with  broken  joints  and  held  in  place 
at  intervals  with  light  angle  iron  or  Tee  iron  studding. 

Roofs  and  ceilings  are  constructed  of  hollow  tiles  set  be- 
tween Tee  irons,  as  shown  on  page  36.  Suspended  ceilings 
may  also  be  constructed  of  light  Tee  irons  covered  with  wire 
lathing  and  plastered. 

All  ironwork  should  be  protected  by  a  covering  of  fire- 
proof material.  The  arches  should  always  have  a  protection 
flange  covering  the  underside  of  the  beams.  Beams,  girders 
and  columns,  not  inclosed  in  the  flooring  or  partitions,  should 
have  a  covering  of  fireproof  material  similar  to  the  types  illus- 
trated on  page  35.  Particular  attention  should  always  be 
given  to  the  proper  covering  of  all  ironwork  with  fireproof 
material  in  order  that  it  may  be  protected  from  heat  and  pre- 
vent warping  and  settlement  in  case  of  fire. 

The  following  table  gives  approximate  safe  loads,  in  lbs.  per 
square  foot,  for  ordinary  flat  arches,  with  a  factor  of  safety  of 
from  6  to  8,  deduced  from  recent  experiments  on  arches  of  this 
type.      The  margin  of  safety  should  be  large  for  the  reason 

98 ^82 


B2- 


■8S 


THE     PASSAIC     ROLLING     MILL     COMPANY.       97 


that,  owing  to  the  hasty  and  imperfect  manner  in  which  the 
arches  are  built  in  ordinary  construction,  they  are  liable  to  fail 
under  much  lighter  loads  than  if  carefully  set. 


APPROXIMATE  SAFE  LOADS  ON  FLAT  ARCHES, 

Pounds  per  Square  Foot. 


Depth 
of  Arch, 
Inches. 


6 
7 
8 
9 

10 
12 


Distance  between  Beams. 


4  ft. 


150 
200 
275 
300 
325 
400 


5  ft. 


6  ft. 


100 
150 
175 
200 
225 
250 


125 

140 
150 
200 


7  ft. 


100 
125 


8  ft. 


100 


The  weight  of  the  fireproof  construction  should  be  calcu- 
lated for  each  case.  The  floor  weight  consists  of  the  weight 
of  the  arches,  filling,  flooring,  plaster  ceiling,  and  steel  con- 
struction. Where  partitions  are  permanent  the  floor  beams 
immediately  under  them  should  be  calculated  to  carry  the  par- 
titions in  addition  to  the  regular  floor  load  ;  but  where  parti- 
tions are  not  permanent,  as  in  office  buildings,  it  is  customary 
to  add  20  lbs.  per  sq.  ft.  to  the  weight  of  the  floor  construc- 
tion in  order  to  cover  the  weight  of  the  partitions,  thus  per- 
mitting them  to  be  changed,  from  time  to  time,  as  circum- 
stances may  require.  The  approximate  weights  of  different 
types  of  fireproof  floor  construction  are  given  in  the  following 
table. 

The  weights  of  the  arches  are  taken  from  catalogues  of 
standard  manufacturers.  The  weight  of  the  cinder  concrete 
filling  is  taken  at  72  lbs.  per  cubic  foot.  The  finished  floor 
line  is  assumed  to  be  3"  above  the  top  of  the  steel  I  beams, 
and  the  finished  plaster  line  2."  below  the  underside  of  the 
I  beams,  except  for  brick  arches.  Cinder  concrete  is  some- 
times assumed  to  weigh  48  lbs.  per  cubic  foot,  but  samples 
of  perfectly  dry  cinder  concrete  from  filling  in  New  York 
buildings  will  average  72  lbs.  per  cubic  foot. 
S8 82 


J  8 ^ 

— s 

98      THE     PASSAIC     ROLLING     MILL     COMPANY. 

APPROXIMATE  WEIGHTS   OF  FIREPEOOF 

FLOORS, 

Exclusive  of  Partitions. 

Depth 

Thick- 

Thick- 

Weight,  in  lbs.,  per  Square  Foot 

Type 

of 
Arch. 

of 

I 

Beam, 

Ilcab 

of 
Arch, 

ncss 

of 

Floor, 

Arches. 

Filling. 

Floor- 

Ceil- 

Steel. 

Total. 

Ins. 

Ins. 

Ins. 

ing. 

ing. 

►^-C 

8 

4 

12 

40 

18 

4 

4 

8 

74 

^1 

9 

4 

12 

40 

18 

4 

4 

8 

74 

10 

4 

13 

40 

24 

4 

4 

9 

81 

12 

4 

15 

40 

36 

4 

4 

10 

94 

^m 

15 

4 

18 

40 

54 

4 

4 

11 

113 

8 

6 

13 

29 

30 

4 

4 

7 

74 

8 

8 

13 

35 

18 

4 

4 

7 

68 

<v 

9 

6 

14 

29 

36 

4 

4 

7 

80 

•d  5 

9 

9 

14 

37 

18 

4 

4 

7 

70 

10 

8 

15 

35 

30 

4 

4 

8 

81 

10 

10 

15 

41 

18 

4 

4 

8 

75 

«•! 

12 

8 

17 

35 

42 

4 

4 

8 

93 

|o 

12 

12 

17 

48 

18 

4 

4 

8 

82 

"o 

15 

8 

20 

35 

60 

4 

4 

10 

113 

w 

15 

12 

20 

48 

36 

4 

4 

10 

102 

^"^  j3 

8 

8 

13 

30 

18 

4 

4 

7 

63 

9 

8 

14 

30 

24 

4 

4 

7 

69 

9 

9 

14 

32 

18 

4 

4 

7 

65 

E.2 

10 

8 

15 

30 

30 

4 

4 

8 

76 

:3| 

10 

10 

15 

34 

18 

4 

4 

8 

68 

m  ? 

12 

8 

17 

30 

42 

4 

4 

8 

88 

>  o 

12 

12 

17 

37 

18 

4 

4 

8 

71 

~T3 

15 

8 

20 

30 

60 

4 

4 

10 

108 

15 

12 

20 

37 

36 

4 

4 

10 

91 

In  addition  to  the  weight  of  the  floor  construction,  whic 

h  is 

called  the  dead  load,  the  floors  must  be  designed  to  carr 

y  a 

live  load  of  sufficient  amount,  which  is  usually  determinec 

I  by 

the  purpose  for  which  the  building  is  to  be  used.    The 

live 

load  comprises  the  people  in  the  building,  furniture,  movj 

ible 

stocks  of  goods,  small  safes,  and  varyingloads  of  any  charac 

ter. 

Large  safes  require  special  provision  usually  embodied  in 

the 

construction.     The  following  live  loads,  per  sq.  ft.,  are 

rec- 

ommended  as  good  practice  in  building  construction : 

8 

8^ 

28 —88 

THE     PASSAIC     ROLLING     MILL     COMPANY.        99 


Dwellings 50  lbs. 

Offices 70  " 

Hotels  and  apartment  houses 70  " 

Theatres  and  churches 120  " 

Ball-rooms  and  drill-halls 120  " 

Lofts  for  light  manufacturing  purposes . .  150  " 

Factories from  150  "  up. 

Warehouses "     250     "   " 

The  weight  of  a  crowd  of  people  is  usually  assumed  at  80  lbs. 
per  sq.  ft.,  but  the  weight  of  a  very  densely  packed  crowd 
may  be  as  much  as  120  lbs.  The  latter  load  can  scarcely  oc- 
cur under  the  conditions  governing  an  office  building.  Large 
crowds  seldom  collect  in  offices  except  on  the  lower  floors  de- 
voted to  stores  and  banking  purposes,  for  which  floors  proper 
allowance  for  live  loads  is  usually  made.  The  actual  live 
loads  on  office  floors  are  generally  much  less  than  given  in  the 
preceding  table.  Messrs.  Biackall  &  Everett,  Architects,  of 
Boston,  made  a  careful  canvass  of  the  live  loads  in  210  Boston 
offices,  and  found  that  the  average  live  load  for  the  entire  num- 
ber of  offices  was  about  17  lbs.  per  sq.  ft.  The  greatest  live 
load  in  any  one  office  was  40  lbs.  per  sq.  ft.,  while  the  aver- 
age live  load  for  the  heaviest  10  offices  was  33  lbs.  per  sq.  ft. 
These  figures  give  some  idea  of  the  average  actual  live  loads 
in  such  buildings  ;  but  the  use  of  such  light  average  loads  is 
not  to  be  recommended,  as  the  actual  live  load  is  liable  to  be 
concentrated,  thus  producing  an  effect  greater  than  represented 
by  the  average  load.  Provision  should  be  made  for  all  possi- 
bilities of  extreme,  either  present  or  future.  No  single  floor 
should  be  proportioned  for  a  live  load  less  than  those  previ- 
ously given.  In  high  office  buildings,  hotels,  and  apartment 
houses,  the  foundations  and  lower  tiers  of  columns  may  safely 
be  proportioned  for  a  live  load  of  50  lbs.  per  sq.  ft.  on  all  the 
floors ;  but  the  floors  themselves  and  the  upper  tiers  of  col- 
umns should  be  proportioned  for  the  full  live  loads  previously 
given.  Factories,  warehouses,  and  similar  buildings  should  be 
proportioned  throughout  for  the  full  live  load  on  each  floor. 

Building  ordinances  regulate  the  design  of  buildings  in  several 
of  the  larger  cities,  and  the  designer  must  be  governed  accord- 
ingly.   The  salient  features  of  the  Building  Laws  of  New  York, 
Chicago,  and  Boston  are  embodied  in  the  following  table. 
^ 88 


■28 


100    THE     PASSAIC     ROLLING     MILL     COMPANY, 


COMPARISON  OF   BUILDINQ  LAWS. 


Floor  Loads,  lbs.  per  sq.  ft 

Dwellings 

Hotels  and  Apartments. . . . 

Office  Buildings  

Places  of  Public  Assembly. 
Stores,     Warehouses,     Fac- 
tories, etc 

Allowable  Strains,  lbs.  per 

sq.  in. 
Rolled     Steel     Beams     and 

Shapes 

Tension,  Steel  Shapes 

Compression    Flanges,  built 

Steel  Beams 

Shearing,  Steel  Web  Plates  . 
Shearing,  Shop  Rivets,  Steel. 
Shearing,  Field  Rivets,  Steel. 
Bearing  on  Steel   Pins  and 

Rivets 

Bending  on  Steel  Pms 

Steel  Columns J 


Round  Cast  Iron  Columns. 


Square  Cast  Iron  Columns.  -J 

Allowable  Pressures,  tons 
per  sq.  ft. 

Granite 

Marble  and  Limestone 

Sandstone 

Brickwork  in  Portland  Ce- 
ment Mortar 

Brickwork  in  ordinary  Ce- 
ment Mortar 

Brickwork  in  Cement  and 
Lime  Mortar 

Brickwork  in  Lime  Mortar.. 

Clay,  15  ft.  thick 

Dry  Sand,  15  ft.  thick 

Clay  and  Sand  

Good  Solid  Natural  Earth  . . 

Loads  on  piles,  tons  each  . . . 


New  York. 


70 

70 
100 
120 

150  up 


15,000 

15,000 
7,000 
9,000 

15,000 
12,000 


14 


/2 


36,000^2 
16,000 


14- 


/2 


400^2 
16,000 


1  + 


/2 


500^2 


15 

Hi 

8 


4 

20 


Chicago. 


70 
70 
70 
70 

150  up 


16,000 
16,000 

13,500 

10,000 

9,000 

7,500 


Boston. 


70 

70 
100 
150 

250up 


16,000 
15,000 

12,000 
10,000 
10,000 


17,000-60^ 

and  not  to  exceed  \  1  _1_ 

13,500 
10,000 


18,000 
22,500 
12,000 


/2 


1  + 


/2 


600^2 
10,000 


1  + 


/2 


800^/2 

38 
30 
24 

15 

12 


2 

If 


25 


36,000r2 
10,000 


1  + 


/2 


800^/2 
10,000 


14- 


r- 


1,066^/2 

60 
40 
30 


15 
12 


■^ 


THE     PASSAIC     ROLLING     MILL     COMPANY.    101 


EXPLANATION  OF  TABLES  ON  PASSAIC 

STEEL  I  BEAMS  USED  AS  FLOOR 

JOISTS  AND  GIRDERS. 

The  tables  on  pages  102-109,  inclusive,  furnish  a  convenient 
means  of  selecting  the  proper  number,  size,  and  weight  of  steel 
I  beams  for  floor  joists  and  girders  for  total  floor  loads  of  125 
to  200  lbs.  per  sq.  ft. 

Thus,  if  it  is  desired  to  select  a  steel  I  beam  used  as  a  floor 
joist,  when  the  beams  are  spaced  5  ft.  centers  on  a  span  of 
20  ft.,  to  support  a  total  uniformly  distributed  load  of  175  lbs. 
per  sq.  ft.,  it  is  found  by  reference  to  the  table  of  floor  joists, 
page  106,  opposite  a  span  of  20  ft.  and  in  the  column  5  ft. 
centers,  that  the  beam  required  is  a  12"  I  weighing  31^  lbs. 
per  foot. 

The  girders  for  the  same  floor  may  be  selected  in  a  similar 
manner,  knowing  their  span  and  spacing.  Thus,  if  the  girders 
are  spaced  20  ft.  centers  (which  is  the  span  of  the  joists  as  be- 
fore), and  the  columns  supporting  the  girders  are  spaced  20  ft. 
apart,  it  is  found  by  referring  to  the  table  of  girders,  page  107, 
opposite  a  span  of  20  ft.  and  in  the  column  20  ft.  centers,  that 
the  girder  required  must  consist  of  two  15"  X  50  lb.  I  beams. 

It  must  be  observed  that  these  tables  are  calculated  for 
uniformly  distributed  loads,  and  if  the  loads  are  concentrated 
it  is  advisable  to  make  a  separate  calculation  in  each  case. 

Where  the  loads  on  girders  are  concentrated  at  a  few  points, 
or  irregularly  spaced,  the  tables  of  girders  are  not  exact  in  all 
cases ;  but  for  ordinary  cases  where  the  joists  are  regularly 
spaced,  and  the  length  of  the  girder  is  at  least  twice  the  spac- 
ing of  the  joists,  the  tables  of  girders  are  sufficiently  exact  for 
all  practical  purposes. 

Strict  accuracy  in  the  design  of  girders  can  only  be  ob- 
tained by  calculation,  following  the  method  outlined  in  the 
article  on  The  Strength  and  Deflection  of  Beams,  and  using 
the  actual  concentrations  of  load. 


fe n 


?8 
102 

88 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

PASSAIC   STEEL   I   BEAMS 

USED   AS   FLOOR   JOISTS. 

Total  Uniformly  distributed  Load,  125  lbs.  per  square  foot. 

Size  and  Weight  of  Steel  I  Beams  required  for  Joists, 

Span  of 
Joist, 

when  Joists  are  Spaced, 

in  feet. 

4  ft. 

5  ft. 

6  ft. 

7  ft. 

8  ft. 

9  ft. 

10  ft. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

5 

4X6 

4X6 

4X    6 

4X   6 

4X    6 

4X   7i 

4X   7i 

6 

4X6 

4X6 

4X  8 

4X   7i 

5X  9f 

5X  9f 

5X  9f 

7 

4X6 

4X7^ 

5X  9f 

5X   9f 

5X   9f 

6X12 

6X12 

8 

4X8 

5X9f 

5X  9f 

6X12 

6X12 

6X12 

6X12 

9 

5X9f 

5X9f 

6X12 

6X12 

6X15 

6X15 

6X15 

10 

5X  9f 

6X12 

6X12 

6X15 

7X15 

7X15 

8X18 

11 

6X12 

6X12 

6X15 

7X15 

8X18 

8X18 

8X18 

12 

6X12 

6X15 

7X15 

8X18 

8X18 

9X21 

9X21 

13 

6X15 

7X15 

8X18 

8X18 

9X21 

9X21 

9X23^ 

14 

7X15 

8X18 

8X18 

9X21 

9X21 

10X25 

10X25 

15 

8X18 

8X18 

9X21 

9X21 

10X25 

10X25 

10X30 

16 

8X18 

9X21 

9X21 

10X25 

10X25 

10X30 

12X31i 

17 

9X21 

9X21 

10X25 

10X25 

10X30  il2X31i 

12X3H 

18 

9X21 

9X21 

10X25 

10X30 

12X3Hil2X3H 

12X3H 

19 

9X21 

10X25 

10X30 

12X31i 

12x31i 

12X31i 

12X40 

20 

10X25 

10X25 

12X31i 

12X31i 

12X31i 

12X40 

12X40 

21 

10X25 

12X31i 

12X31i 

12X31i 

12X40 

12X40 

15X42 

22 

10X30 

12X31i 

12X31i 

12X40 

12X40 

15X42 

15X42 

23 

12X3H 

12X31i 

12X3U 

12X40 

15X42 

15X42 

15X50 

24 

12X31i 

12X3H 

12X40 

12X40 

15X42 

15X50 

15X50 

25 

12X31i 

12X40 

15X42 

15X42 

15X50 

15X50 

15X60 

26 

12X31^ 

12X40 

15X42 

15X42 

15X50 

15X50 

15X60 

27 

12X40 

15X42 

15X42 

15X50 

15X50 

15X60 

15X60 

28 

15X42 

15X42 

15X42 

15X50 

15X60 

15X60 

15X661 

29 

15X42 

15X42 

15X50 

15X50 

15X60 

15X661 

15X75 

30 

15X42 

15X42 

15X50 

15X60 

15X60 

15X75 

20X65 

Defl 

ections  r 

lot  exce 

sding  3^ 

0"  of  the 

span. 

88- 


•88 


8S" 


•88 


THE     PASSAIC     ROLLING     MILL     COMPANY.   103 


3S- 


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58 

05 

104 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

PASSAIC   STEEL  I  BEAMS 

USED   AS   FLOOK  JOISTS. 

Total  uniformly  distributed  Load,  150  lbs.  per  square  foot. 

Size  and  Weight  of  Steel  I  Beams  required  for  Joists, 

Span  of 
Joist, 
in  feet. 

when  Joists  are  Spaced, 

4  ft. 

5  ft. 

6  ft. 

7  ft.         8  ft. 

9  ft. 

10  ft. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

5 

4X6 

4X6 

4X  6 

4X    7i 

4X   7i 

5X  9| 

5X  9f 

6 

4X6 

4X7i 

5X  9f 

5X   9f 

5X  9f 

5X  9f 

6X12 

7 

4X7^, 

5X9f 

5X  9f 

5X   9f 

6X12 

6X12 

6X12 

8 

5X9f 

5X9| 

6X12 

6X12 

6X12 

6X15 

7X15 

9 

5X9| 

6X12 

6X12 

6X15 

7X15 

7X15 

8X18 

10 

6X12 

6X12 

6X15 

7X15 

8X18 

8X18 

8X18 

11 

6X12 

6X15 

7X15 

8X18 

8X18 

9X21 

9x21 

12 

6X15 

7X15 

8X18 

8X18 

9x21 

9x21 

10X25 

13 

7X15 

8X18 

8X18 

9x21 

9X21 

10X25 

10X25 

14 

8X18 

8X18 

9X21 

9X23J- 

10X25 

10X25 

10X30 

15 

8X18 

9X21 

9X21 

10X25 

10X30 

12X31i 

12X3H 

16 

8X18 

9x21 

10X25 

10X30 

12X31t 

12X3H 

12X3U 

17 

9x21 

10X25 

10X25 

12X31i 

12X31i 

12X31i 

12X40 

18 

9x21 

10X25 

10X30 

12X31i 

12X3U 

12X40 

12X40 

19 

10X25 

10X30 

12X31i 

12X31i 

12X40 

12X40 

15X42 

20 

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12X31i 

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15X42 

21 

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12X311 

12X40 

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15X50 

22 

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12X40 

12X40 

15X42 

15X50 

15X50 

23 

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15X42 

15X50 

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15X60 

24 

12X31i 

12X40 

15X42 

15X42 

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15X60 

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25 

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15X50 

15X50 

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15X665 

26 

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15X42 

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15X75 

27 

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15X66§ 

20X65 

28 

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15X66f 

20X65 

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29 

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20X65 

20X75 

30 

15X42 

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15X661 

20X65 

20X65 

20X75 

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88 


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THE     PASSAIC     ROLLING     MILL     COMPANY.     105 


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32 

■ ^ 

106 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

PASSAIC   STEEL  I  BEAJVIS 

USED   AS   FLOOK  JOISTS. 

Total  uniformly  distributed  Load,  175  lbs.  per  square  foot. 

Size  and  Weight  of  Steel  I  Beams  required  for  Joists, 

Span  of 
Joist, 

when  Joists  are  Spaced, 

in  feet. 

4  ft. 

5  ft. 

6  ft. 

7  ft. 

8  ft. 

9  ft. 

10  ft. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

5 

4X6 

4X6 

4X   7i 

4X    7i 

4X10 

5X  9f 

5X  9| 

6 

4X7i 

4X7i 

5X  9| 

5X   9f 

5X  9f 

6X12 

6X12 

7 

5X9f 

5X9f 

5X  9f 

6X12 

6X12 

6X12 

6X15 

8 

5X9| 

6X12 

6X12 

6X12 

6X15 

7X15 

7X15 

9 

6X12 

6X12 

6X15 

7X15 

7X15 

8X18 

8X18 

10 

6X12 

6X15 

7X15 

8X18 

8X18 

9X21 

9x21 

11 

6X15 

7X15 

8X18 

8X18 

9X21 

9X21 

9X23^ 

12 

7X15 

8X18 

8X18 

9x21 

9x21 

10X25 

10X25 

13 

8X18 

8X18 

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9X231 

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10X25 

10X30 

14 

8X18 

9X21 

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12X3U 

15 

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16 

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12X3H 

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17 

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18 

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19 

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21 

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22 

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15X50 

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23 

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15X50 

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24 

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26 

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30 

15X50 

15X60 

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20X65 

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20X80   20X90 

Deflections  not  exceeding  3-^  of  the  span. 
5 88 

88" 


-$s 


THE     PASSAIC     ROLLING     MILL     COMPANY.     107 


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Oi  C^  (M  OJ 


O  O  iC  lO  lO  o 
CO  i>  CO  CO  l>»  CD 
X     X    X     X     X     X 

lO  lO  o  o  o  o 
T-H  1-1  C^  C<>  C^  C<J 

I    I    I    I    I    I 

C<i  (Ti  S^  (>i  (M  (>i 


s  oo  C^O  o 
d  ^  Tt  rf  lO  CO 
„;  X  X  X  X  X 
c  3<{  CO  lO  lO  to 


I  I   I  I 


CO  <M  CO  O  O 
CO  -^  -^  lO  to 
X  X  X  X  >: 
lO  tO  to  tO  to 


I    I    I    I    I 

T-i  Ci  Ci  C^l  CO 


O  O  tO  tO  tO  lO 
CO  CO  t>  CO  CO  l> 

X  X  X  X  X  ,' 

tO  to  lO  o  o  o 

1-H  1-1  r-H  CO  CO  CO 
CO  CO  CO  CO  CO  GO 


S  1-1  O  CO  o  o 
S  ?C  -rf  -^  tO  to 
u?  X  X  X  X  X 
fi  CO  CO  lO  lO  tO 


o  I  I  I  I  I 

Z  1— I  tH  1— I  1— I  T— I 


o  CO  CO  coo 
CO  CO  -^  -^  to 

X  X  X  X  X 
lO  tO  tO  tO  tO 


I    I    I    I    I 

r-i  1-1  CO  coco 


O  O  CO  lO  tO  to 
lO  CO  CO  J>  CO  CO 
X  X  X  X  X  X 

to  to  to  to  o  o 

^^^rHCOCO 

I    I    I    I    I    I 

CO  CO  CO  CO  C*  CO 


s  1-1  o  o  coo 

==  CO  rf  Tt  -i*  »0 

i;5   X   X    X   X    X 

a  CO  COC<  tO  to 
.  tH  rH  1— I  1— I  T— I 
o   I   I   I   I   I 


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CO  CO  J>  -^  to 


lO  tO  tO  tO  tO 


I    I    I 


d. 


O  O  O  CO  lO  tO 
to  CO  CO  CO  1>  CO 

X  X  X  X  X  X 

tO  to  tO  to  tO  o 
1— t  1— I  1— I  1— I  1— I  C^l 

I  I  I  I  I  I 

CO  CO  CO  CO  CO  CO 


S  1-1  1-1  OCO  CO 
-  CO  CO  -^  -^  -^ 

,/  X  X  X  X  X 
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I    I 


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to  CO  CO  i>-  -^ 
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to  tO  to  to  to 


I    I    I    I 


^ 


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to  tO  to  CO  CO  CO 
X  X  X  X  X  X 

to  to  tO  to  to  tO 

1—1  1—1  1—1  T-H  1—1  T— I 

I    I    I    I    I    I 

CO  CO  CO  CI  (Ci  CO 


S  O  1-1  1-1  O  CO 

-  CO  CO  CO  ■<*  -^ 

I/?  X  X  X  X  X 

S  O  CO  CO  CO  to 

1  -H  1— I  1— I  tH  — ^ 

o  I  I  I  I  I 


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tO  to  CO  CO  1> 
X  X  X  X  X 

to  tO  O  tO  tO 

1—1  1—1  1—t  1—1  1—1 

I    I    I    I    I 


CO  CO  O  OO  o 
•«3<  -^  to  to  CO  CO 
X  X  X  X  X  X 

to  to  tO  tO  tO  tO 

1— I  1— I  — H  tH  1— (  — H 

I    I    I    I    I    I 

CO  CO  CO  CO  CO  CO 


S  lO  1— I  rH  O  O 
-  CO  CO  CO  Tf  -5j< 

,/i  X  X  X  X  X 

c  O  coco  CO  CO 


I  I  I  I  I 


CO  O  o  o  o 
1*  tO  to  CO  CO 
X  X  X  X  X 

to  to  to  to  lO 


I    I    I 


CO  CO  CO  o  o  o 
O  -^  "^  tO  to  to 

X  X  X  X  X  X 

tO  tO  tO  to  to  to 


I    I    I    I    I    I 

r-i  CO  CO  CO  CO  CO 


S  CO'iO^^  o 
-  CO  CO  CO  CO  -rf 
(/)  X  XX  XX 
c  OiO  CO  CO  CO 


I    I 


o  cocoo  o 

rf  Tf  -^  to  to 
X  X  X  X  X 

CO  to  tO  lO  »o 


I    I    I    I    I 


O  CO  to  CO  CO  o 
CO  CO  t»  "^  ■*  lO 
XXX     XXX 

to  tO  tO  tO  tO  tO 


I    I    I 


I    I    I 

coco  CO 


S  tH  CO  tO  1— I  1— I 
==|  CO  CO  CO  CO  CO 
yi  X  X  X  XX 
,=  05  CI  O  CO  CO 


1-1  O  O  CO  o 
CO  •<*  -sf  -^  lO 
X  X  X  X  X 

CO  CO  CO  to  to 


I    I    I    I    I 


I  I  I  I 


O  O  O  CO  to  CO 
lO  CO  CO  CO  t^  ■<* 

X  X  X  X  X  X 

tO  tO  tO  to  lO  tO 


l.^.x^.^.<k 


o,  o 
m 


.3  C 


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to  CO  l>.  QO  Ci 


O  T-i  CO  CO  -^  to 
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5d 

28 

108 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

PASSAIC   STEEL  I  BEAMS 

USED   AS   FLOOB  JOISTS. 

Total  uniformly  distributed  Load,  200  lbs.  per  square  foot. 

Size  and  Weight  of  Steel  I  Beams  required  for  Joists, 

Span  of 
Joist, 

when  Joists  are  Spaced, 

in  feet. 

4  ft. 

5  ft. 

6  ft. 

7  ft. 

8  ft. 

9  ft.        10  ft. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

centers. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

ins.  lbs. 

5 

4X6 

4X6 

4X   7i 

5X   9f 

5X  9f 

5X  9f 

5X  9f 

6 

4X7| 

4X7i 

5X  9| 

5X   9f 

6X12 

6X12 

6X12 

7 

5X9f 

5X9f 

6X12 

6X12 

6X12 

6X15 

7X15 

8 

5X9| 

6X12 

6X12 

6X15 

7X15 

7X15 

8X18 

9 

6X12 

6X15 

7X15 

7X15 

8X18 

8X18 

9X21 

10 

6X15 

7X15 

8X18 

8X18 

9X21 

9X21 

9X21 

11 

7X15 

8X18 

8X18 

9X21 

9X21 

10X25 

10X25 

12 

7X15 

8X18 

9X21 

9X21 

10X25 

10X25 

10X30 

13 

8X18 

9X21 

9X21 

10X25 

10X30 

12x31i 

12X3U 

14 

9X21 

9X21 

10X25 

10X30 

12X31i 

12X31i 

12X31^ 

15 

9X21 

10X25 

10X30 

12X31i 

12X31i 

12X3H 

12X40 

16 

9X23^ 

10X25 

12X31i 

12X31i 

12X40 

12X40 

15X42 

17 

10X25 

10X30 

12X31i 

12X31i 

12X40 

15X42 

15X42 

18 

10X25 

12X31i 

12X31^ 

12X40 

15X42 

15X42 

15X50 

19 

10X30 

12X31^ 

12X40 

12X40 

15X42 

15X50 

15X50 

20 

12X31i 

12X31i 

12X40 

15X42 

15X50 

15X50 

15X60 

21 

12X31i 

12X40 

15X42 

15X42 

15X50 

15X60 

15X60 

22 

12X31i 

12X40 

15X42 

15X50 

15X60 

15X60 

15X66§ 

23 

12X40 

15X42 

15X50 

15X50 

15X60 

15X661 

20X65 

24 

12X40 

15X42 

15X50 

15X60 

15X60 

15X75 

20X65 

25 

15X42 

15X50 

15X50 

15X60 

15X75 

20X65 

20X75 

26 

15X42 

15X50 

15X60 

15X661 

20X65 

20X65 

20X75 

27 

15X42 

15X50 

15X60 

15X75 

20X65 

20X75 

20X80 

28 

15X50 

15X60 

15X66120X65 

20X75 

20X80 

20X90 

29 

15X50 

15X60 

15X75   20X65 

20X75 

20X90 

30 

15X50 

15X60 

20X65   20X75 

20X80 

20X90 

Deflections  not  exceeding  ^^  of  the  span. 

eg- 


■ss 


THE     PASSAIC     ROLLING     MILL     COMPANY.     109 


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till 


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X     X     X     X     X 

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I      I      I 


O  O  OOlO 
lO  lO  CO  O  l^ 
XX     XXX 

tO  lO  lO  lO  o 

1— I  m-l  1— I  T-l  ^^ 

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O  CO  1>  Oi  Ci 
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CO  CO  cocoes 


COS 


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7. 


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S  1-1  O  CO  o  o 
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t/3  XX  XXX 

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cn^ 


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(/)  X  X  X  X  X 

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CO  -^  rf  tO  to  to 
XXX     XXX 

to  to  tO  to  to  to 


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S  1— I  tO  O  1— I  T— I 

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yi  X   X  X  X  X 

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^ ~^d 

110    THE     PASSAIC     ROLLING     MILL     COMPANY. 


RIVETED   aiRDERS. 

Riveted  girders  are  used  where  rolled  beams  are  not  suf- 
ficiently strong  for  carrying  the  load.  Riveted  girders  with 
single  webs,  known  as  plate  girders,  are  more  economical  than 
those  with  double  webs,  known  as  box  girders ;  but  the  latter 
are  stiffer  laterally,  and  should  always  be  used  where  a  great 
length  of  span  requires  a  wide  top  flange  for  lateral  stiffness. 
If  the  girder  is  not  held  in  position  laterally,  the  width  of  the 
top  flange  of  the  girder  should  be  at  least  yu  of  the  span,  other- 
wise the  section  of  the  top  flange  should  be  increased  as 
follows : 

Let  A    =  the  gross  area  required  in  the  top  flange,  the  girder 
being  supported  laterally. 
A'  =  the  gross  area  required  in  the  top  flange,  the  girder 

being  unsupported  laterally. 
6    =  length  of  span  -i-  width  of  flange,  both  in  inches. 

Then  A'  =  A  f  i  -f \ 

\         5000/ 

The  web  of  the  girder  must  be  made  of  such  a  thickness 
that  the  vertical  shearing  strain  shall  not  exceed  75oo^lbs.  per 
square  inch  on  a  vertical  cross  section  of  the  web.  This  shear- 
ing strain  is  greatest  at  the  supports ;  and,  if  the  load  is  sym- 
metrically applied,  is  obtained  by  dividing  one-half  the  load 
upon  the  girder  by  the  area  of  the  vertical  cross  section  of 
the  web.  In  addition,  the  web  of  the  girder  must  either  be 
of  suflicient  thickness  to  resist  any  tendency  to  buckle,  or  else 
it  must  be  stiffened  by  means  of  vertical  angles  riveted  to  it 
at  intervals  not  exceeding  the  depth  of  the  girder.  Such  stif- 
feners  must  be  used  when  the  shearing  strain,  per  square 
inch,  exceeds  the  strain  allowed  by  the  formula : 

Allowable  shearing  strain  per  square  inch  =r ■ — — 


3000  /2 


in  which  "/z"  represents  depth  of  the  web  between  flanges 

of  girder,  and  "^"  the  thickness  of  one  web  plate,  both  in 

inches.     The  stifFeners  should  always  reach  over  the  vertical 

^ '. 88 


88 —8$ 

THE     PASSAIC     ROLLING     MILL     COMPANY.     Ill 


sides  of  the  angles  forming  the  chords  of  the  girder,  and  there 
should  be  filling  pieces  between  the  stiffening  angles  and  the 
web  plate.  In  every  case,  whether  intermediate  stififeners  are 
used  or  not,  the  web  at  the  ends  of  the  girder,  where  it  rests 
upon  supports,  should  be  reinforced  by  stiffeners  so  that  the 
reaction  of  the  support  may  be  resisted  by  an  increased  sec- 
tion. These  end  stiffeners  should  be  considered  as  columns 
taking  the  entire  load  upon  the  support  and  transferring  it  to 
the  web  of  the  girder ;  and  should  have  sufficient  rivets  con- 
necting them  to  the  web  of  the  girder  to  transmit  the  total 
reaction  at  the  support.  The  strain  upon  the  end  stiffeners 
should  not  exceed  15,000  lbs.  per  square  inch  of  cross  section. 
Stiffeners  should  always  be  used  at  any  point  where  there  is 
concentration  of  heavy  loads ;  the  duty  of  the  stififeners  in  such 
cases  is  to  prevent  buckling  of  the  web,  and  to  transmit  the 
load  to  the  web  by  means  of  the  abutting  areas  and  the  rivets, 
both  of  which  must  be  sufificient  for  the  purpose. 

The  rivets  used  should  generally  be  f"  or  I"  diameter, 
the  latter  size  being  preferable  and  often  necessary  where 
girders  are  to  carry  heavy  loads.  Rivets  should  never  be 
spaced  exceeding  six  inches  centers ;  but  in  all  cases  the  pitch 
of  the  rivets  must  be  closer  at  the  ends  of  the  girder.  At  any 
point  of  the  girder  there  must  be  sufficient  rivets  connecting 
the  web  to  each  flange,  in  a  length  of  flange  equal  to  the  depth 
of  the  girder,  to  transmit  the  total  shear  at  that  point.  ■  At  the 
end  of  the  girder  there  must  be  sufficient  rivets  connecting 
the  web  to  each  flange,  in  a  length  equal  to  the  depth  of  the 
girder,  to  transmit  the  end  reaction  of  the  girder.  In  the 
calculation  of  rivet  spacing  for  girders  used  in  buildings  it  is 
customary  to  allow  9,000  lbs.  per  square  inch  for  shearing 
and  18,000  lbs.  per  square  inch  for  bearing  on  the  rivets.  In 
plate  girders  the  rivet  pitch  will  usually  be  determined  by  the 
bearing  value  of  the  rivets,  and  in  box  girders  by  the  shearing 
value  of  the  rivets.  The  shearing  and  bearing  values  of  rivets, 
for  use  in  building  construction,  are  given  on  pages  220-221. 

Plate  girders  should  never  be  made  too  shallow,  on  account 
of  the  deflection  ;  they  should  have  a  depth  of  not  less  than 
one-twentieth  of  the  clear  span ;  if  built  shallower,  more  ma- 
terial must  be  put  in  the  flanges  so  as  to  reduce  the  strain  per 
square  inch,  and  the  deflection  in  proportion. 
88 


88 88 

112    THE     PASSAIC     ROLLING     MILL     COMPANY. 

The  flange  of  a  riveted  girder  comprises  all  the  metal  at  the 
top  or  the  bottom  of  the  girder.  It  is  customary  in  building  con- 
struction to  consider  ^  of  the  area  of  the  web  plate  as  available 
for  flange  section,  in  which  case  care  should  be  taken  to  avoid 
splicing  the  web  plate  at  or  near  the  center  of  the  girder ;  if 
this  is  observed,  it  is  proper  to  consider  -g  of  the  web  as  a  part 
of  each  flange.  If  a  pair  of  angle  irons  does  not  provide  suf- 
ficient area  for  the  flange,  it  is  customary  to  use  flange  plates 
to  make  up  the  required  area.  Where  flange  plates  are  used, 
the  angles  should  comprise  one-half  of  the  flange  section,  but 
in  heavy  flanges  where  this  is  impossible,  the  flange  angles 
should  be  the  heaviest  sections  rolled.  The  unsupported 
width  of  a  flange  plate,  subjected  to  compression,  should  not 
exceed  thirty-two  times  its  thickness,  nor  should  the  flange 
plate  extend  beyond  the  outer  line  of  rivets  more  than  five 
inches,  nor  more  than  eight  times  its  thickness. 

It  is  customary  in  building  construction  to  allow  a  strain  of 
15,000  lbs.  per  square  inch  on  the  net  section  of  the  bottom 
or  tension  flange.  Care  must  be  observed  to  deduct  all  the 
area  lost  by  rivet  holes,  and  the  rivets  should  be  arranged  in 
the  flanges  of  the  girder  to  make  this  reduction  of  area  as 
small  as  possible.  In  deducting  area  lost  by  rivet  holes,  the 
diameter  of  the  holes  should  be  taken  ^  inch  greater  than  the 
rivets,  to  compensate  for  injury  done  the  metal  by  punching. 
The  top  or  compression  flange  of  the  girder  is  usually  made 
of  the  same  gross  area  as  the  bottom  or  tension  flange. 

DESIGN  OF  A  RIVETED  GIRDER. 
Box  girder,  to  carry  a  wall  20  inches  wide. 
Span,  30  feet  between  centers  of  supports  =  360  inches. 
Total  weight  to  be  carried,  200  tons  =  400,000  lbs. 
Depth  available,  36  inches  over  all. 
Load  on  each  support,  j  X  400,000  =  200,000. 
Web  section  required,  200,000  -4-  7,500  =  26.66  sq.  ins. 
Two  web  plates,  33^"  X  i^"  =  29.3  sq.  ins. 
Bending  moment  at  center  of  span, 

^  X  400,000  X  360  =  18,000,000  inch  lbs. 
Depth  of  girder,  center  of  gravity  of  flanges,  33  inches. 
Maximum  flange  strain,  18,000,000  -f-  33  =  545,450  lbs. 
Net  flange  area  required,  545,450  ~-  15,000  =  36.4  sq.  ins. 
88 88 


jj 85 

THE     PASSAIC     ROLLING     MILL     COMPANY.     113 


This  section  is  made  up  as  follows 
Gross. 

\  of  area  of  web 4.88  sq.  ins 

2  angles,  6"  X  4"  X  \\" 12.96      " 

2  plates,  20"  X  Tz" 22.50      « 


Net. 

4 

88  sq.  ins 

II 

58      " 

20 

25       « 

36.71 


In  obtaining  the  above  net  area  of  the  flange,  one  rivet  hole 
has  been  deducted  from  the  area  of  each  angle,  and  two  rivet 
holes  from  the  area  of  each  cover  plate.  This  deduction  is 
made  upon  the  assumption  that  the  rivets  connecting  the  an- 
gles to  the  web  plates  are  arranged  to  stagger  with  the  rivets 
connecting  the  angles  to  the  flange  plates.  It  is,  generally, 
possible  to  effect  such  an  arrangement  of  rivets  for  a  consid- 
erable length  at  the  center  of  the  span.  If  such  an  arrange- 
ment of  rivets  is  not  possible,  then  two  rivet  holes  should  be 
deducted  from  the  area  of  each  angle,  and  \  the  gross  area  of 
the  web  should  be  reduced  by  the  area  lost  for  a  rivet  hole  at 
the  extreme  edge  of  the  web  connecting  it  to  the  flange.  If 
a  stiffener  is  used  at  or  near  the  center  of  the  span,  the  net 
area  of  the  web  plate  available  for  flange  section  should  be 
taken  at  \  the  gross  area  of  the  web. 

The  end  reaction  of  200,000  lbs.  on  this  girder  requires  37 
rivets,  \"  diameter,  in  single  shear  to  transmit  it  to  either 
flange  in  a  length  equal  to  the  depth  of  the  girder.  The  depth 
of  the  girder  for  this  purpose  is  taken  as  the  depth,  center  to 
center  of  gravity  of  flanges;  there  being  two  lines  of  rivets, 
one  line  connecting  each  web  to  the  flange,  the  rivets  will  re- 
quire to  be  spaced  if"  pitch  at  the  end  of  the  girder.  This 
requires  an  angle  having  a  6"  leg  against  the  web. 

The  area  required  for  the  stiff"eners  over  the  supports  is 
200,000  lbs.  -J-  15,000  =  13.33  square  inches.  Four  angles, 
3?  X  Z\"  X  2"'  provide  an  area  of  13  square  inches,  and  are 
sufficient  for  the  purpose  at  each  end  of  the  girder. 

Applying  the  formula  already  given  for  the  allowable  shear- 
ing strain  in  the  web,  it  will  be  found  that  6,500  lbs.  per  square 
inch  is  the  maximum  allowable  shearing  strain,  unless  the  webs 
are  stiffened.  Stiffeners  of3|"x  3?"X  f"  angles  will,  therefore, 
be  required  for  a  short  distance  near  each  support  where  the 
shearing  strain  exceeds  6,500  lbs.  per  square  inch. 


J 


58 88 

114    THE     PASSAIC     ROLLING     MILL     COMPANY. 


As  the  bending  moment  is  greatest  at  the  center  of  the  span 
and  diminishes  to  zero  at  the  supports,  it  is  unnecessary  to 
have  the  full  flange  section  the  whole  length  of  the  girder ; 
and,  in  the  present  case,  one  of  the  two  flange  plates  can  be 
stopped  off,  short  of  the  supports,  without  affecting  the  strength 
of  the  girder- 
Let  A    =  total  flange  area  of  girder. 

A"  =  total  area  of  that  portion  of  the  flange  which  is  to 

be  stopped  off. 
L    =  length  of  girder,  centers  of  supports,  in  feet. 
L'    =  required  length,  symmetrically  arranged  about  the 
center  of  span,  of  that   portion   of  the   flange 
which  is  to  be  stopped  off,  in  feet. 

— - 

In  the  present  instance 

L'  =  2 +  30^/1°^  =  17.7 

y  36.71 

so  that  the  outer  flange  plates  need  only  be  I7f  feet  long, 
placed  symmetrically  about  the  center  of  the  span. 

This  girder  is  illustrated  on  page  37. 

The  following  table  furnishes  a  convenient  means  for  finding 
the  net  area  required  in  the  flange  of  riveted  girders  when 
the  load,  span,  and  depth  are  given. 

To  obtain  the  net  flange  area  required,  multiply  the  coef- 
ficient given  in  the  table  for  the  given  span  and  depth  by  the 
uniformly  distributed  load  in  tons  of  2,000  lbs.  The  result 
will  be  the  net  area  in  square  inches  required  for  each  flange 
allowing  a  maximum  fiber  strain  of  15,000  lbs.  per  square 
inch  of  net  area.  To  illustrate  the  application  of  this  table, 
take  the  box  girder  already  proportioned  in  detail.  By  ref- 
erence to  the  table,  the  coefficient  for  a  span  of  30  feet  and 
depth  of  32  inches  is  0.187,  and  the  coefficient  for  the  same 
span  with  a  depth  of  34  inches  is  0.177.  The  coefficient  for 
a  depth  of  33  inches  will  be  the  mean  of  these  two  values,  or 
0.182;  and  multiplying  this  by  the  load,  200  tons,  gives  36.4 
as  the  number  of  square  inches  of  net  area  required  in  the 
flange.  This  is  the  same  result  as  that  obtained  by  the  ex- 
tended calculations  already  illustrated. 
88 «g 


58 ■ ' 8S 

THE     PASSAIC     ROLLING     MILL     COMPANY.     115 

EIYETED   aiRDERS. 

Multiply  the  coefificient  given  in  the  table  by  the  uniformly 
distributed  load,  in  tons  of  2000  lbs.     The  result  will  be  the 
net  area,  in  square  inches,  required  for  each  flange,  allowing  a 
maximum  fiber  strain  of  15,000  lbs.  per  square  inch  of  net  area. 

Span, 

in 
Feet. 

Depth,  Center  to  Center  of  Gravity  of  Flanges,  in  Inches. 

32 

24 

26 

28 

30 

32 

34 

36 

38 

40 

42 

10 
11 
12 
13 
14 
15 

.091 
.100 
.109 
.118 
.127 
.137 

.083 
.092 
.100 
.109 
.117 
.125 

.077 
.085 
.092 
.100 
.108 
.115 

.071 
.079 
.086 
.093 
.100 
.107 

.067 
.073 

.080 
.087 
.093 
.100 

.063 
.069 
.075 
.081 

.087 
.094 

.059 
.065 
.071 
.077 

.083 

.088 

.055 
.061 
.067 
.072 

.078 
.083 

.053 

.058 
.063 
.068 
.073 
.079 

.050 
.055 
.060 
.065 
.070 
.075 

.047 
.053 
.057 
.062 
.067 
.071 

16 
17 

18 
19 
20 

.145 
.155 
.163 
.173 

.182 

.133 
.142 
.150 
.159 
.167 

.123 
.131 
.139 
.146 
.154 

.114 
.121 
.129 
.136 
.143 

.107 
.113 
.120 
.127 
.133 

.100 
.106 
.113 
.119 
.125 

.094 
.100 
.106 
.112 
.117 

.089 
.095 
.100 
.105 
.111 

.084 
.089 
.095 
.100 
.105 

.080 
.085 
.090 
.095 
.100 

.076 
.081 
.086 
.091 
.095 

21 
22 
23 
24 
25 

.191 

.200 
.209 
.218 
.227 

.175 
.183 
.192 
.200 
.209 

.161 
.169 
.177 
.185 
.192 

.150 
.157 
.164 
.171 
.179 

.140 
.147 
.153 
.160 
.167 

.131 
.137 
.144 
.150 
.156 

.123 
.129 
.135 
.141 
.147 

.117 
.122 
.128 
.133 
.1.39 

.110 
.115 
.121 
.126 
.131 

.105 
.110 
.115 
.120 
.125 

.100 
.105 
.109 
.114 
.119 

26 
27 

28 
29 
30 

.237 
.245 
.255 
.263 
.273 

.217 
.225 
.233 
.242 
.250 

.200 
.208 
.215 
.223 
.231 

.186 
.193 
.200 
.207 
.214 

.173 

.180 
.187 
.193 
.200 

.163 
.169 
.175 
.181 

.187 

.153 
.159 
.165 
.171 
.177 

.145 
.150 
.155 
.161 
.167 

.137 
.142 
.147 
.153 
.157 

.130 
.135 
.140 
.145 
.150 

.124 
.129 
.133 
.138 
.143 

31 
32 
33 
34 
35 

.282 
.291 
.300 
.309 
.318 

.259 
.267 
.275 

.283 
.292 

.239 
.246 
.254 
.261 
.269 

.221 
.229 
.236 
.243 
.250 

.207 
.213 
.220 
.227 
.233 

.194 
.200 
.206 
.213 
.219 

.183 

.188 
.194 
.200 
.206 

.172 

.178 
.183 
.189 
.195 

.163 
.168 
.173 
.179 
.184 

.155 
.160 
.165 
.170 
.175 

.147 
.152 
.157 
.162 
.167 

36 
37 

38 
39 
40 

.327 
.337 
.345 
.355 
.364 

.300 
.309 
.317 
.325 
.333 

.277 
.285 
.292 
.300 
.307 

.257 
.264 
.271 
.279 

.286 

.240 
.247 
.253 
.260 
.267 

.225 
.231 
.237 
.244 
.250 

.212 
.217 
.223 
.229 
.235 

.200 
.205 
.211 
.217 
.222 

.189 
.195 
.199 
.205 
.210 

.180 
.185 
.190 
.195 
.200 

.171 
.176 
.181 
.185 
.191 

If 

(into 
byth 

he  sec 
ns  of  2 
e  coeflfi 

;tion  0 
000  lbs 
cient 

f  a  gi 
.)  can 
given 

rder  is 
be  obt 
in  the 

given 
ained 
table. 

,  the 
Dy  div 

;afe  in 
iding  t 

liform 
he  net 

y  dist 
area  c 

ribulec 
)fthef 

i  load 
lange 

■88 


^ 

28 

116    THE     PASSAIC     ROLLING 

MILL 

COMPANY. 

STEEL  PLATE 

GIEDERS. 

Safe  Loads,  in  Tons  of  20C 

)0  Lbs. 

Uniformly  Distributed. 

"<\> 

No  stiffeners  required 

except  at  ends,  over 

supports  only. 

Girders  equivalent 
a  24"  I  beam. 

to 

e 

A 

Web. 

24"  xr 

26"  xr 

28"xf" 

30"  xr 

Angles. 

5"x3rxr 

5"X3rx-iV' 

5"x3i"xr' 

5"X3 

"xf"| 

Span, 
Centers 
of  Bear- 
ings, 
Feet. 

•^  o 
CD 

Increase  for  ^^" 
Increase  in  Thick- 
ness of  Angles. 

rt    . 
0  If 

•^  0 

Increase  for  ^V' 
Increase  in  Thick- 
ness of  Angles. 

0    Vi 

^  0 

a 

Increase  for  ^V' 
Increase  in  Thick- 
ness of  Angles. 

"  0 

Increase  for  ^g" 
Increase  in  Thick- 
ness of  Angles. 

20 

47.2 

5.3 

46.5 

5.8 

45.1 

6.2 

47.7 

6.4 

21 

44.9 

5.0 

44.3 

5.5 

42.9 

5.9 

45.5 

6.1 

22 

42.9 

4.8 

42.3 

5.2 

41.0 

5.7 

43.4 

5.8 

23 

41.0 

4.6 

40.4 

5.0 

39.2 

5.4 

41.5 

5.5 

24 

39.3 

4.4 

38.8 

4.8 

37.6 

5.2 

39.8 

5.3 

25 

37.7 

4.2 

37.2 

4.6 

36.1 

5.0 

38.2 

5.1 

26 

36.3 

4.1      35.8 

4.4 

34.7 

4.8 

36.7 

4.9 

27 

34.9 

3.9 

34.4 

4.3 

33.4 

4.6 

35.4 

4.7 

28 

33.7 

3.8 

33.2 

4.1 

32.2 

4.5 

34.1 

4.5 

29 

32.5 

3.6 

32.1 

4.0 

31.1 

4.3 

32.9 

4.4 

30 

31.4 

3.5 

31.0 

3.8 

30.0 

4.2 

31.8 

4.2 

31 

30.4 

3.4 

30.0 

3.7 

29.1 

4.U 

30.8 

4.1 

32 

29.4 

3.3 

29.1 

3.6 

28.2 

3.9 

29.8 

4.0 

33 

28.6 

3.2 

28.2 

3.5 

27.3 

3.8 

28.9 

3.9 

34 

27.7 

3.1 

27.4 

3.4 

26.5 

3.7 

28.1 

3.7 

35 

26.9 

3.0 

26.6 

3.3 

25.8 

3.6 

27.3 

3.6 

36 

26.2 

2.9 

25.8 

3.2 

25.0 

3.5 

26.5 

3.5 

37 

25.5 

2.8 

25.1 

3.1 

24.4 

3.4 

25.8 

3.4 

38 

24.8 

2.8 

24.5 

3.0 

23.7 

3.3 

25.1 

3.3 

39 

24.2 

2.7 

23.8 

2.9 

23.1 

3.2 

24.5 

3.3 

40 

23.6 

2.6 

23.3 

2.9 

22.5 

3.1 

23.9 

3.2 

Wgt.per 
ft,  lbs. 

88 

7.2 

84 

7.2 

79 

7.2 

79 

6.8 

Safe 
Weig 
Max 

1" 

loads  given  include  weight  of  girde 
;hts  of  girders  given  include  weight 
mum  fiber  strain,  15,000  lbs.  per  sq 
rivets  being  deducted. 

r. 

Df  rivet  h 

uare  incl 

sads,  but 
1  of  net 

not  stiffe 
area,  hoU 

ners. 

;s  for 

« 

88 

^ 

THE     PASSAIC     ROLLING     MILL 

COMPANY. 

117 

STEEL 

PLATE   GIEDERS. 

Safe  Loads,  in  Tons 

OF  2000  Lbs. 

Uniformly  Distributed. 

^f" 

No  stiffeners  required 

Girders  equivalent 

to 

except  at  ends,  over 

two  24" 

I  Beams 

supports  only. 

Jk 

Web. 

24"  X  i%" 

26"  X  iV 

28"  X  i" 

30"  Xi"     1 

Angles. 

5"  X  5"  X  i" 

5"x5"Xt^" 

5"X5 

t/  w    3// 
A    8 

5"X5 

"xf" 

Plates. 

12"  X  i" 

12"  X  i" 

12": 

Ki" 

12"  X  t"     1 

^  Ji 

^      rili 

-  Ji 

-  Ji 

"rAa  en 

^ 

>•-    'n 

Span, 

t3 

SH^ 

'V 

SHi2 

rt     . 

s^^ 

rt    . 

g^^ 

Centers 

O    V 

<2  c5 

O   in 

"^  cPh 

S  a 

•2   cPh 

0  in 

"^    C(^ 

of  Bear- 
ings, 

^  o 

a  ui  ^ 
V  a  ui 

^  0 

rt   en   ° 
P   03   in 

^  0 

Feet. 

O) 

Incr 

Incre 

nes 

Cfi 

Inci 

Incre 

nes 

C/2 

Inci 

Incre 

nes 

Cfi 

Inc 

Incre 

nes 

20 

90.8 

3.6 

93.6 

3.9 

93.6 

4.3 

91.7 

4.6 

21 

86.5 

3.4 

89.1 

3.7 

89.1 

4.1 

87.3 

4.3 

22 

82.5 

3.3 

85.1 

3.6 

85.0 

3.9 

83.4 

4.1 

23 

78.9 

3.1 

81.3 

3.4 

81.3 

3.7 

79.7 

3.9 

24 

75.6 

3.0 

78.0 

3.3 

78.0 

3.6 

76.4 

3.8 

25 

72.6 

2.9 

74.8 

3.1 

74.8 

3.4 

73.3 

3.6 

26 

69.8 

2.8 

72.0 

3.0 

72.0 

3.3 

70.5 

3.5 

27 

67.2 

2.7 

69.3 

2.9 

69.3 

3.2 

67.9 

3.4 

28 

64.8 

2.6 

66.8 

2.8 

66.8 

3.1 

65.5 

3.3 

29 

62.6 

2.5 

64.5 

2.7 

64.5 

3.0 

63.2 

3.1 

30 

60.5 

2.4 

62.4 

2.6 

62.4 

2.9 

61.1 

3.0 

31 

58.6 

2.3 

60.4 

2.5 

60.4 

2.8 

59.2 

2.9 

32 

56.7 

2.2 

58.5 

2.5 

58.5 

2.7 

57.3 

2.8 

33 

55.0 

2.2 

56.7 

2.4 

56.7 

2.6 

55.6 

2.8 

34 

53.4 

2.1 

55.0 

2.3 

55.0 

2.5 

53.9 

2.7 

35 

51.9 

2.0 

53.5 

2.3 

53.5 

2.4 

52.4 

2.6 

36 

50.4 

2.0 

52.0 

2.2 

52.0 

2.4 

50.9 

2.5 

37 

49.1 

1.9 

50.6 

2.1 

50.6 

2.3 

49.6 

2.5 

38 

47.8 

1.9 

49.2 

2.1 

49.2 

2.3 

48.3 

2.4 

39 

46.6 

1.8 

48.0 

2.0 

48.0 

2.2 

47.0 

2.3 

40 

45.4 

1.8 

46.8 

2.0 

46.8 

2.1 

45.8 

2.3 

Wgt.per 
ft.,  lbs. 

158 

5.1 

153 

5.1 

143 

5.1 

136 

5.1 

Safe 

loads  given  includ 

e  weight  of  girder. 

Weig 

jhts  of  girders  give 

:n  include  weight  of  rivet  h 

eads,  but 

not  stiffe 

ners. 

Max 

imum  fiber  strain, 

15,000  lbs.  per  square  inci 

1  of  net 

irea,  hole 

:s  for 

L     3" 

rivets  being  dedu 

:ted. 

a 

8S 88 

118    THE     PASSAIC     ROLLING     MILL     COMPANY. 

STEEL  BOX   aiRDERS. 

Safe  Loads,  in  Tons  of  2000  Lbs., Uniformly  Distributed. 

No  stiffeners  requirec 

except  at  ends,  over 

supports  only. 

1 
i 

< 

1      ( 

r 

Girders  equivalent  to 
two  24"  I  beams. 

Webs. 
Angles. 
Plates. 

24"  xr 

5"x3"xr 

14''X-iV' 

26"  xr 

5"x3"Xi^" 
14"  Xi" 

28"  xr 

5"x3"xf" 
14"X-iV' 

30"Xf" 

5"x3"xf" 

14"  X  f" 

Span, 
Centers 
of  Bear- 
ings, 
Feet. 

0  <fl 

*-*  0 

« 

Increase  for  y'^" 
Increase  in  Thick- 
ness of  Plates. 

0  </) 
i-J   c 

•-I  0 

Increase  for  ^V 
Increase  in  Thick- 
ness of  Plates. 

0  « 

Increase  for  ^^' 
Increase  in  Thick- 
ness of  Plates. 

'i . 
0  fi 

'^  0 

« 

C/3 

Increase  for  j\" 
Increase  in  Thick- 
ness of  Plates. 

20 

21 

22 
23 
24 
25 

93.8 
89.3 

85.3 
81.6 
78.2 
75.0 

4.3 
4.1 

3.9 
3.8 
3.6 
3  5 

93.5 

89.0 
85.0 
81.3 

77.9 

74.8 

4.7 
4.5 
4.3 
4.1 

3.9 

3.8 

92.9 

88.5 
84.5 
80.8 
77.4 
74.3 

5.1 

4.8 
4.6 
4.4 
4.2 
4.1 

95.6 
91.1 

86.9 
83.2 
79.7 
76.5 

5.4 
5.2 
4.9 
4.7 
4.5 
4.3 

26 
27 

28 
29 
30 

72.2 
69.5 
67.1 
64.7 
62.5 

3.3 
3.2 
3.1 
3.0 
2.9 

71.9 
69.2 
66.8 
64.4 
62.3 

3.6 
3.5 
3.4 
3.2 
3.1 

71.5 

68.8 
66.3 
64.0 
61.9 

3.9 
3.8 
3.6 
3.5 
3.4 

73.6 

70.8 
68.3 
66.0 
63.8 

4.2 
4.0 
3.9 
3.7 
3.6 

31 
32 
33 
34 
35 

60.5 
58.6 
56.9 
55.2 
53.6 

2.8 
2.7 
2.6 
2.5 
2.5 

60.3 

58.4 
56.6 
55.0 
53.4 

3.0 
2.9 
2.8 
2.7 
2.7 

60.0 
58.1 
56.3 
54.6 
53.1 

3.3 
3.2 
3.1 
3.0 
2.9 

61.7 
59.8 
58.0 
56.3 
54.7 

3.5 
3.4 
3.3 
3.2 
3.1 

36 
37 

38 
39 
40 

52.1 

50.7 
49.4 

48.1 
46.9 

2.4 
2.3 
2.3 
2.2 
2.2 

51.9 
50.5 
49.2 
47.9 
46.7 

2.6 
2.5 
2.5 
2.4 
2.4 

5L6 

50.2 
48.9 
47.6 
46.4 

2.8 
2.7 
2.7 
2.6 
2.6 

53.1 
51.7 
50.3 
49.0 

48.0 

3.0 
2.9 
2.9 

2.8 
2.8 

Wgt.per 
ft.,  lbs. 

]74 

6.0 

166 

6.0 

159 

6.0 

158 

6.0 

Safe  loads  given  Include  w^eight  of  girder. 

Weights  of  girders  given  include  weight  of  rivet  heads,  but  not  stiffeners. 
Maximum  fiber  strain,  15,000  lbs.  per  square  inch  of  net  area,  holes  for 
3"  rivets  being  deducted. 

fe . ' 88 

88 

88 

rHE     PASSAIC     ROLLING 

MILL 

COMPANY. 

119 

STEEL   BOX  GIRDERS 

. 

Safe  I 

.OADS,  IN  Tons  of  2000  Lbs. 

.Uniformly  Distributed. 

1 

1      ( 

r 

No  stiffeners  requirec 

except  at  ends,  over 

supports  only. 

i 

( 

L 

Girders  equivalent 
a  24"  Beam  Box 
Girder. 

to 

"' 

Webs. 

24"  xr 

26"xf" 

28"  Xt" 

30"Xf" 

Angles. 

5"x3i"xr 

5"x3i-"xi" 

5"X3i"XT^" 

5"X3i"XT^" 

Plates. 

18"X-|" 

18"  Xf" 

18"X;V' 

18" 

xr 

Span, 
Centers 
of  Bear- 
ings, 
Feet. 

Safe  Load, 
Tons. 

Increase  for  ^j^" 
Increase  in  Thick- 
ness of  Plates. 

0  fi 

Increase  for  iV' 
Increase  in  Thick- 
ness of  Plates. 

«     . 
0   tn 

Increase  for  ^j," 
Increase  in  Thick- 
ness of  Plates. 

Safe  Load, 
Tons. 

Increase  for  ^j." 
Increase  in  Thick- 
ness of  Plates. 

20 

130.7 

5.9 

129.5 

6.3 

128.4 

6.8 

131.7 

7.3 

21 

124.5 

5.6 

123.3 

6.0 

122.3 

6.5 

125.4 

7.0 

22 

118.8 

5.4 

117.7 

5.8 

116.8 

6.2 

119.7 

6.7 

23 

113.6 

5.1 

112.6 

5.5 

111.7 

6.0 

114.5 

6.4 

24 

108.9 

4.9 

107.9 

5.3 

107.0 

5.7 

109.7 

6.1 

25 

104.5 

4.7 

103.6 

5.1 

102.8 

5.5 

105.3 

5.9 

26 

100.5 

4.5 

99.6 

4.9 

98.8 

5.3 

101.3 

5.6 

27 

96.8 

4.4 

95.9 

4.7 

95.1 

5.1 

97.5 

5.4 

28 

93.3 

4.2 

92.5 

4.5 

91.7 

4.9 

94.1 

5.2 

29 

90.1 

4.1 

89.3 

4.4 

88.6 

4.7 

90.8 

5.1 

30 

87.1 

3.9 

86.3 

4.2 

85.6 

4.6 

87.8 

4.9 

31 

84.3 

3.8 

83.5 

4.1 

82.9 

4.4 

85.0 

4.7 

32 

81.7 

3.7 

80.9 

4.0 

80.3 

4.3 

82.4 

4.6 

33 

79.2 

3.6 

78.5 

3.8 

77.8 

4.1 

79.8 

4.4 

34 

76.9 

3.5 

76.2 

3.7 

75.6 

4.0 

77.5 

4.3 

35 

74.7 

3.4 

74.0 

3.6 

73.4 

3.9 

75.2 

4.2 

36 

72.6 

3.3 

71.9 

3.5 

71.4 

3.8 

73.2 

4.1 

37 

70.6 

3.2 

70.0 

3.4 

69.4 

3.7 

71.2 

4.0 

38 

68.8 

3.1 

68.1 

3.3 

67.6 

3.6 

69.3 

3.9 

39 

67.0 

3.0 

66.4 

3.3 

65.9 

3.5 

67.5 

3.8 

40 

65.3 

2.9 

64.7 

3.2 

64.2 

3.4 

65.8 

3.7 

Wgt.per 
ft.,  lbs. 

216 

7.7 

206 

7.7 

196 

7.7 

193 

7.7 

Safe 

Weig 

Maxi 

r 

oads  given  include  weight  of  girde 
hts  of  girders  given  include  weight  ( 
mum  fiber  strain,  15,000  lbs.  per  sq 
rivets  being  deducted. 

r. 

Df  rivet  h 

uare  inch 

sads,  but 
I  of  net  £ 

not  stiffe 
irea,  hole 

lers. 
s  for 

S 

^ 8S 

120      THE    PASSAIC    ROLLING    MILL    COMPANY. 


SUDDENLY  APPLIED  LOADS. 

If  a  load  is  suddenly,  that  is,  instantaneously,  applied  to  a 
beam,  it  produces  twice  the  strain  that  the  same  load  would  pro- 
duce if  at  rest  upon  the  beam.  The  safe  suddenly  applied  load 
is,  therefore,  only  one-half  the  safe  static  load. 

If  the  load  is  not  only  suddenly  applied,  but  falls  upon  the 
beam  from  a  height,  it  produces  more  than  twice  the  strain  that 
the  same  load  statically  applied  would  produce. 
Let  P  =  the  weight  that  falls  upon  the  beam, 
h  =  height  of  fall,  in  inches. 
P'=  equivalent  static  load  producing  the  same  strain  as 

that  produced  by  the  falling  weight. 
d  =  deflection  of  beam,  in  inches,  produced  by  the  weight, 

P,  if  statically  applied. 
B  =  the  weight  of  the  beam  together  with  its  superim- 
posed dead  load,  such  as  arches  and  flooring,  whose 
combined  mass  tends  to  absorb  the  impact. 

Then,  if  m  =  — 


P'=  P 


('V^^+0 


From  which  the  equivalent  static  load,  P',  is  obtained,  and  the 
strain  can  then  be  computed  in  the  ordinary  manner. 

The  uniformly  distributed  static  load,  equivalent  to  the  faUing 
weight,  can  be  obtained  in  the  following  manner :  — 
Let  W'^  equivalent  uniformly  distributed  load. 

W  =  safe  uniformly  distributed  load  on  beam,  from  the 

tables. 
D  =  deflecdon.in  inches,  under  safe  uniformly  distributed 
load. 


/        ,        / 5 Whm       , 
Then.  W'=  2  P      I  -f  ^-^p^_  +  I 


In  applying  these  formulae  P'  and  W  will  be  in  tons  or  pounds 
according  as  the  weights  are  taken  in  tons  or  pounds. 


fe-— S 


88 ^ 

THE     PASSAIC     ROLLING     MILL     COMPANY.    121 


LINTELS. 

Lintels  of  steel  shapes  or  of  cast  iron  are  employed  to  span 
openings  in  walls  over  doors  and  windows.  It  is  generally  neces- 
sary that  the  lintels  should  have  a  flat  soffit.  Where  the  load 
to  be  carried  is  small,  steel  channels,  laid  flat,  furnish  a  very  sat- 
isfactory lintel  on  moderate  spans.  The  table  on  page  122  gives 
the  safe  uniformly  distributed  loads,  in  tons  of  2,000  lbs.,  for 
Passaic  steel  channels  used  as  lintels,  by  which  the  channel  re- 
quired for  any   given   span   and  load  may  be  easily  selected. 

Sometimes  the  load  to  be  carried  by  a  lintel  consists  of  a  uni- 
formly distributed  load  from  the  wall  above  and  also  the  concen- 
tration from  a  floor  joist  which  rests  upon  the  wall  at  or  near  the 
center  of  the  span.  In  such  instances,  the  concentrated  load 
must  be  multiplied  by  2,  the  result  being  considered  as  an  equiv- 
alent uniform  load,  which,  added  to  the  regular  distributed  load, 
may  be  taken  as  the  equivalent  total  uniformly  distributed  load. 
Thus,  if  a  lintel  spanning  an  opening  of  4  ft.  is  to  carry  a  uni- 
formly distributed  load  of  2  tons  and  a  concentrated  load  of  2  tons 
at  the  center  of  the  span,  the  concentrated  load  multiplied  by  2 
and  added  to  the  distributed  load  gives  6  tons  as  the  equivalent 
distributed  load.  By  referring  to  the  table,  it  will  be  found  that 
3-  15"  X  50  lb.  steel  channel,  which  has  a  safe  load  of  6.28  tons, 
is  required. 

Where  the  loads  are  considerable  and  the  use  of  beam  girders 
is  not  advisable,  cast  iron  lintels  are  used.  The  table  on  page 
123  gives  the  coefficients  of  strength,  in  tons  of  2,000  lbs.,  for 
cast  iron  lintels,  by  which  the  safe  uniformly  distributed  loads,  in 
tons,  for  any  given  span  may  be  found  by  dividing  the  coefficient 
given  by  the  span  in  ft.  Thus,  if  it  is  required  to  find  the  safe 
uniformly  distributed  load  on  a  cast  iron  lintel,  12"  wide,  10" 
deep  and  i"  metal,  on  a  span  of  6  ft.,  by  referring  to  the  table, 
the  coefficient  of  strength  given  for  this  lintel  is  72.2  tons,  which 
divided  by  the  span  gives  the  safe  load  as  12.03  tons. 

If  a  part  of  the  load  is  concentrated,  it  must  first  be  multiplied 
by  2,  and  the  result  considered  as  the  equivalent  uniform  load. 
The  proper  lintel  required  for  any  given  span  and  load  may  be 
found  by  multiplying  the  equivalent  uniform  load,  in  tons,  by  the 
span,  in  feet,  the  result  being  the  coefficient  required;  then, 
by  reference  to  the  table,  the  lintel,  having  the  required  coef- 
ficient of  strength,  can  be  easily  selected.  Thus,  if  it  is  required 
to  select  a  lintel  carrying  a  20"  wall  on  a  span  of  8  ft.  to  sup- 
port a  uniformly  distributed  load  of  5  tons,  and  a  concentrated 
load  of  5  tons  at  the  center,  the  method  is  as  follows.  The  con- 
centrated load  must  first  be  reduced  to  an  equivalent  uniform 
load  by  multiplying  it  by  2,  and  added  to  the  regular  uniform 
load,  giving  15  tons  as  the  equivalent  uniform  load  on  the  span 
which,  multiplied  by  the  span  in  feet,  gives  the  coefficient  re- 
quired as  120  tons.  Then,  referring  to  the  table  it  will  be  found 
that  a  lintel,  20"  wide,  10"  deep  and  i"  metal,  which  has  a 
coefficient   of  125.4  tons,  will  be  required. 


^' 


m a 

122    THE     PASSAIC     ROLLING     MILL     COMPANY. 

SAFE  LOADS,  UNIFORMLY  DISTRIBUTED, 

FOR  PASSAIC  STEEL  CHANNELS, 

IN   TONS    OF   2000   LBS., 

X.Jl A-J^.       WEB  HORIZONTAL.       X.l. 4_2^ 

Safe  loads  given,  include  weight  of  channel. 

u 

d 
a 

si.- 
Is 

Span  in  feet. 

1° 

2 

3 

4 

6 

6 

7 

8 

9 

10 

15 

50 

25.1 

12.6 

8.3716.28 

5.02:4.18  3.59 

3.14 

2.79 

2.51 

.0028 

15 

40 

22.4 

11.2 

7.47j5.60 

4.483.733.20 

2.80 

2.49 

2.24 

.0030 

15 

33 

16.3 

8.20 

5.434.08 

3.262.712.33 

2.04 

1.81 

1.63 

.0032 

12 
12 

35 

27 

15.0 
12.9 

7.50 
6.45 

5.00 
4.30 

3.75 
3.23 

3.002.50,2.14 

1.88 
1.61 

1.67 
1.43 

1.50 

.0032 
.0035 

2.58  2.15 

1.84 

1.29 

12 

20 

8.97 

4.49 

2.99 

2.24 

1.79 

1.50 

1.28 

1.12 

1.00 

.90 

.0038 

10 
10 

30 
20 

11.7 
9.33 

5.85 
4.67 

3.90 
3.11 

2.93 
2.33 

2.34 

1.95 

1.67 
1.33 

1.46 
1.17 

1.30 

1.17 
.93 

.0034 
.0039 

1.871.56 

1.04 

10 
9 
9 

15 

6.66 

3.33 

2.22 

1.67 

1.33|1.11 

.95 

.83 

.74 

.67 

.0041 

21 
16 

8.21 
7.25 

4.11 
3.63 

2.74 
2.42 

2.05 
1.81 

1.64 
1.45 

1.371.17 

1.03 

.91 

.81 

.82 
.78 

.0040 
.0044 

1.211.04 

.91 

9 

8 
8 

13 
17 
13 

4.90 

2.45 

1.63 

1.23 
1.38 
1.20 

.98 

.821   .70 

.61 

.54 

.49 

.0046 

5.50 

4.80 

2.75|1.83 
2.401.60 

1.10 
.96 

.93 

.79 

.69 
.60 

.61 
.53 

.55 

.48 

.0046 
.0051 

.80 

.69 

8 
7 

10 

i7 

3.41 

1.71 

1.14 

.85 

.68 

.57 

.49 

.43 

.38 

.34 

.0053 

7.04 

3.522.35 

1.76 

1.41 

1.17 

1.01 

.88 

.78 

.70 

.0047 

7 

13 

6.30 

3.152.10 

1.56 

1.26 

1.05 

.90 

.79 

.70 

.63 

.0052 

7 

9 

2.94 

1.47    .98 

.74 

.59 

.49 

.42 

.37 

.33 

.29 

.0056 

6 

20 

8.91 

4.462.97 

2.23 

1.78 

1.49 

1.27 

1.11 

.99 

.89 

.0047 

6 

17 

7.84 

3.922.61 

1.96 

1.57 

1.31 

1.12 

.98 

.87 

.78 

.0051 

6 
6 

12 

8 

4.80 
2.67 

2.40,1.60 

1.20 
.67 

.96 
.53 

.80 

.69 

.38 

.60 
.33 

.53 

.30 

.48 
.27 

0054 

.0058 

1.34 

.89 

.45 

5 

12 

3.89 

1.95 

1.30 

.97 

.78 

.65 

.56 

.49 

.43 

.39 

.0055 

5 
5 
4 

9 

6 

10 

3.20 
1.71 

1.60 

.86 

1.07 
.57 

.80 
.43 

.64 

.53 
.29 

.46 
.24 

.40 
.21 

.36 
.19 

.32 
.17 

.0062 
.0068 

.34 

3.36   1.68 

1.12 

.84 

.67 

.56 

.48 

.42 

.37 

.34 

.0059 

4 

8 

2.88   1.44 

.96 

.72 

.58 

.48 

.41 

.36 

.32 

.29 

.0065 

4 

5 

1.39      .70 

.46 

.35 

.28 

.23 

.20 

.17 

.15 

.14 

.0073 

Safe  loads,  uniformly  distributed,  in  tons  of  2,000  lbs.,  for  intermediate 

spans  can  be  obtained  by  dividing  the  Coefficient  of  Strength  by  the  span,  in 

feet     Deflection,  in  inches,  under  tabular  load,  can  be  obtained  by  multi- 

plying the  Deflection  Coefficient  by  the  square  of  the  span,  in  feet. 

& • 8i 

r 

88 

THE     PASSAIC     ROLLING     MILL     COMPANY.     123 

COEFFICIENTS   OF   STEENGTH  FOE 

CAST  lEON  LINTELS,                 | 

IN  TONS 

OF  2000  LBS.                                                 1 

TJC 

^ — n 

- 

DEPTH 

1 

DEPTH 

1 

u 

^ 

1       1 

|< —      WIDTH      — H 

f^-                                 1 
1*^ —     WIDTH      *i 

SINGLE  WEB  LINTEL. 

DOUBLE  WEB  LINTEL. 

Width 

of 
flange, 

Ins. 

Depth 

of 

lintel, 

Ins. 

Thickness  of  metal, 
in  inches. 

No.  of 
Webs. 

f 

i 

1 

li 

li 

28 

6 

59.5 

64.9 

69.8 

74.6 

77.8 

2 

// 

8 

95.5 

106.2 

115.0 

123.0 

1.30.5 

2 

u 

10 

140.5 

150.5 

164.8 

176.2 

192.0 

2 

II 

12 

171.4 

196.5 

216.1 

236.3 

256.7 

2 

II 

16 

235.8 

272.5 

307.4 

342.0 

375.0 

2 
2 

24 

6 

52.8 

57.4 

62.6 

66.6 

70.0 

// 

8 

83.4 

93.4 

102.4 

109.6 

117.0 

2 

// 

10 

116.0 

130.4 

144.4 

156.2 

167.6 

2 

// 

12 

150.4 

168.6 

189.6 

207.0 

223.0 

2 

// 

16 

225.0 

257.0 

286.0 

316.5 

345.0 

2 

20 

6 

47.2 

51.4 

55.1 

58.5 

62.0 

2 

// 

8 

72.6 

84.7 

89.5 

96.0 

102.5 

2 

// 

10 

100.5 

113.2 

125.4 

136.0 

146.8 

2 

// 

12 

122.6 

141.8 

158.0 

174.7 

189.5 

2 

// 

16 

196.4 

224.7 

251.4 

277.2 

301.5 

2 

16 

6 

33.0 

35.1 

37.7 

40.3 

41.8 

// 

8 

52.1 

57.7 

62.8 

67.2 

71.6 

// 

10 

72.2 

81.2 

89.6 

96.8 

104.0 

/•/ 

12 

92.4 

106.1 

117.5 

128.8 

138.8 

// 

16 

139.4 

159.0 

177.8 

196.0 

214.0 

12 

6 

26.4 

28.7 

31.3 

33.3 

35.0 

// 

8 

41.7 

46.7 

51.2 

54.8 

.  58.5 

// 

10 

58.0 

65.2 

72.2 

78.1 

83.8 

// 

12 

75.2 

84.3 

94.8 

103.5 

111.5 

8 

6 

19.7 

21.7 

23.4 

24.9 

26.4 

// 

8 

30.6 

34.4 

37.7 

40.7 

43.3 

// 

10 

42.6 

48.1 

53.0 

57.8 

62.9 

// 

12 

55.4 

62.4 

70.0 

76.7 

83.5 

Co 
squai 
may 

efficient 
■e  inch. 
be  foun 

s  are  calcul 
The  safe  ur 
i  by  dividir 

ited  for  a  m 
liformly  dist 
ig  the  coeffi 

aximum  ter 
ributed  loac 
cient,  as  ab 

isile  strain 
,  in  tons,  fo 
ove,  by  the 

of  3,ooo  Ibj 
r  any  given 
span  in  fee 

..  per 

span 

t. 

$8. 


■88 


18 88 

124    THE     PASSAIC     ROLLING     MILL     COMPANY. 


COLUMNS. 

Columns  of  steel  shapes  riveted  together  are  largely  used  in 
the  construction  of  buildings.  Several  types  of  built  columns 
are  shown  on  page  38.  The  columns  generally  used  in  build- 
ing construction  are  the  Plate  and  Angle  columns,  Figs.  2 
and  3 ;  the  Plate  and  Channel  columns,  Figs.  8  and  9 ;  and 
the  Z-Bar  columns,  Figs,  il  and  12.  Where  these  do  not 
furnish  sufficient  section  for  carrying  the  loads,  the  column 
shown  in  Fig.  5  can  be  advantageously  used  and  made  large 
enough  for  very  heavy  loads  by  increasing  the  thickness  of 
the  material.  The  manner  of  connecting  the  segments  of  the 
columns  together,  and  the  mode  of  attaching  beams  and  gir- 
ders is  illustrated  on  page  39.  Abutting  segments  of  col- 
umns should  be  thoroughly  connected  in  a  manner  to  preserve 
the  continuity  of  strength,  thus  adding  to  the  stifKhess  of  the 
steel  frame  work. 

The  strength  of  a  column  depends  upon  its  shape  and 
length.  Long  columns  have  less  strength  than  shorter  col- 
umns of  the  same  size  for  the  reason  that  they  are  liable  to  fail 
by  lateral  flexure,  and  of  two  columns  having  the  same  area 
and  length,  the  one  in  which  the  material  is  placed  at  a  greater 
distance  from  the  center  will  develop  greater  strength.  If  all 
the  material  in  the  cross  section  were  concentrated  at  a  dis- 
tance from  the  neutral  axis  equal  to  the  radius  of  gyration, 
the  resistance  to  flexure  would  be  the  same  as  for  the  mate- 
rial distributed  over  the  cross  section.  Formulae  for  the 
strength  of  columns  therefore  take  into  consideration  the 
length  of  the  column  and  the  radius  of  gyration  of  the  section. 
The  manner  of  securing  the  ends  of  the  columns  also  has  an 
appreciable  effect  upon  their  strength.  Columns  fixed  so 
firmly  at  the  ends  that  they  are  liable  to  fail  in  the  body  of  the 
column  before  rupturing  their  end  connections  develop  greater 
strength  than  columns  connected  by  means  of  pins  through 
the  ends.  Columns  with  square  ends  develop  less  ultimate 
strength  than  if  the  ends  are  firmly  fixed,  but  greater  than  if 
the  ends  are  pin  connected.  Medium  steel  columns  develop 
practically  a  uniform  strength  for  all  lengths  up  to  50  radii  of 
88 ^ 


^ ■• 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.    125 

gyration,  and  soft  steel  columns  develop  practically  a  uniform 
strength  for  all  lengths  up  to  30  radii  of  gyration,  the  ulti- 
mate for  both  grades  of  steel  being  about  48,000  lbs.  per  sq. 
in.,  up  to  the  lengths  indicated. 

The  following  straight-line  formulse  represent  very  closely 
the  ultimate  strength,  in  lbs.  per  sq.  in.,  of  columns  whose 
lengths  are  between  50  and  150  radii  of  gyration, 

Medium  Steel.  Soft  Steel. 

Fixed  Ends,         60,000  —  210  —  54,000  —  185  — 

r  r 

Square  Ends,       60,000  —  230  —  54,000  —  200  — 

r  r 

Pin  Ends,  60,000  —  260  -L  54,000  —  225  — 

r  r 

where  /=  length  of  column,  and  r  =  least  radius  of  gyra- 
tion, both  in  inches.  Columns  used  in  building  construction 
may  be  considered  as  having  square  ends,  as  pin  connections 
are  seldom  used ;  and  as  it  is  usual  to  allow  a  factor  of  safety  of 
4  for  such  columns,  the  following  formulse  may,  therefore,  be 
taken  as  giving  the  allowable  strain,  in  lbs.  per  sq.  in.,  on 
square  ended  columns  for  building  construction. 

S  12,000  for  lengths  up  to  50  radii  of  gyration. 
15.000  -  57i-  for  lengths  over  50  radii, 
r 

(  12,000  for  lengths  up  to  30  radii  of  gyration. 
Soft  Steel  j  jg^gQQ  _  gQ  _[_  f^j.  lej^gths  over  30  radii. 

V  r 

No  column  should  be  used  having  a  length  greater  than  150 
radii  of  gyration,  or  whose  length  exceeds  45  times  the  least 
dimension  of  the  column. 

The  following  tables  of  safe  loads  on  steel  columns  have 
been  calculated  from  the  foregoing  formulas.  The  tables  for 
the  safe  loads  on  Angle  and  I  Beam  columns  have  been  cal- 
culated for  soft  steel.  The  tables  of  safe  loads  for  Plate  and 
Angle  columns,  Channel  and  Plate  columns  and  Z  Bar  col- 
umns have  been  calculated  for  medium  steel,  that  being  the 
grade  of  steel  advisable  to  use  for  such  columns, 
g? 88 


58 85 

126    THE     PASSAIC     ROLLING     MILL     COMPANY. 

The  weights  given  for  the  various  columns  do  not  include 
rivets  or  connections  of  any  kind.  Rivets  should  be  spaced 
not  exceeding  3"  centers  at  the  ends  of  a  column  for  a  distance 
equal  to  twice  the  width  of  the  column.  The  distance  be- 
tween centers  of  rivets,  in  the  line  of  strain,  should  not  exceed 
16  times  the  least  thickness  of  metal  of  the  parts  joined;  and 
the  distance  between  rivets,  at  right  angles  to  the  line  of 
strain,  should  not  exceed  32  times  the  least  thickness  of  metal. 

The  table  on  page  128  gives  the  ultimate  strength  of 
wrought  iron  columns  calculated  from  Gordon's  formulae. 
This  table  may  be  of  use  in  determining  the  safety  of  existing 
structures  of  wrought  iron.  Steel  columns  are  now  exclu- 
sively used  instead  of  wrought  iron,  because  of  their  superi- 
ority of  strength  without  increased  cost. 

Cast  iron  columns  are  sometimes  used  in  buildings  of  mod- 
erate height,  but  their  use  is  not  to  be  recommended  for  build- 
ings where  the  iron  framework  must  be  rigid  and  afford  suf- 
ficient lateral  stability.  The  manner  in  which  cast  iron  col- 
umns are  connected  together,  and  the  mode  of  attaching 
beams  and  girders  to  them  does  not  permit  obtaining  suffi- 
cient rigidity  for  such  buildings.  Cast  iron  columns  have 
more  or  less  internal  strains  due  to  the  unequal  cooling  of 
the  metal  in  the  moulds,  which  makes  it  necessary  to  employ 
a  large  factor  of  safety.  No  cast  iron  column  should  be  used 
in  a  building  with  a  factor  of  safety  less  than  8.  Particular 
attention  should  be  paid  to  the  designing  of  the  cast  iron 
brackets  for  supporting  the  beams  and  girders,  in  order  that 
they  may  not  be  subjected  to  large  internal  strains  making 
them  liable  to  break  off  under  a  sudden  shock.  The  tables  on 
pages  170-172,  inclusive,  furnish  an  easy  method  of  determin- 
ing the  safe  loads  on  round  and  square  cast  iron  columns. 
Where  the  loads  are  eccentrically  applied,  producing  bending 
strains  in  the  columns,  cast  iron  columns  are  inadmissible 
because  of  their  inability  to  resist  such  strains. 

The  safe  loads  given  in  the  tables  are  calculated  for  concen- 
tric loading,  /,  e.,  the  center  of  gravity  of  the  load  being  coin- 
cident with  the  center  of  gravity  of  the  column.  Where  this  is 
not  the  case,  the  load  being  greater  on  one  side  of  the  column 
than  on  the  other,  or  the  entire  load  being  applied  on  one  side 
only  of  the  column,  the  effect  of  the  eccentricity  must  be  in- 
88 -. S? 


58 ^ ^ -8S 

THE     PASSAIC     ROLLING     MILL     COMPANY.     127 


vestigated.  If  the  unbalanced  load,  in  lbs.,  is  multiplied  by 
the  distance  of  its  point  of  application  from  the  center  of  the 
column,  in  inches,  the  result  is  the  bending  moment  in  inch 
lbs.,  which,  being  divided  by  the  section  modulus  of  the  col- 
umn, gives  the  strain  per  sq.  in.  on  the  extreme  fiber  pro- 
duced by  the  bending.  The  load  on  the  column  produces  a 
uniform  compressive  strain  on  the  entire  cross  section  to 
which  must  be  added  the  bending  strain,  the  sum  being  the 
maximum  strain  on  the  extreme  fiber.  Where  the  loads  are 
very  eccentrically  apphed,  the  bending  effect  is  very  consider- 
able and  must  never  be  neglected.  If  the  maximum  fiber 
strain,  due  to  direct  compression  and  bending,  exceeds  the 
allowable  strains  persq.  in.  on  the  column  by  more  than  2$%, 
the  section  of  the  column  should  be  increased.  Thus  if  the 
allowable  strain  on  a  column  from  direct  load  is  io,ooo  lbs. 
per  sq.  in.,  the  combined  bending  and  compression  should  not 
exceed  12,500  lbs.  per  sq.  in. 

Tables  are  given  of  the  properties  of  all  columns,  for  which 
safe  loads  are  calculated,  by  means  of  which  the  effects  of  ec- 
centric loading  are  easily  calculated. 

EXAMPLE. 

A  12"  channel  column,  16  ft.  long,  consisting  of  two  12"  X 
20  lb.  channels  and  two  14"  X  f"  plates  sustains  a  total  load 
of  100  tons  of  which40  tons  are  unbalanced  by  opposing  loads. 
Find  the  fiber  strain,  the  point  of  application  of  the  eccentric 
load  being  6f "  from  the  center  of  the  column,  producing  bend- 
ing around  the  axis  XX. 

Referring  to  the  table  of  Properties  of  Channel  Columns, 
on  page  137,  the  area  of  the  column  is  found  to  be  22.3  sq. 
ins.,  and  its  Section  Modulus  around  the  axis  XX  is  found  to 
be  102.     The  calculation  then  is  as  follows  : 

Bending  moment  =  80,000  X  6f '  =  510,000  in.  lbs. 
Strain  due  to  bending,  lbs.  per  sq.  in. 

510,000  -f-  Section  modulus  (=102)  =    5,000 

Strain  due  to  direct  compression, 

200,000^  Area  (=  22.3)  =    8,960 

Maximum  Fiber  Strain,  =  13,960 


-S 


2 

8 

128    THE     PASSAIC     ROLLING 

MILL 

COMPANY. 

ULTIMATE 

i  STRENGTHS  OF 

WEOUaHT  IRON  COLUMNS. 

For  Fixed  Ends 

For  Square  Ends. 

For  Pin  Ends. 

40,000 

1 

40,000 

40,000 

l4- 

i^ 

+         ^- 

11           ^' 

40,000>-= 

J. 

30,000 

r- 

20,000^2 

1  = 

length  in  inches. 

r  =  least  radius  of  gyration  in  inches. 

Ratio 

of 

Length 

to 
Radius 

Ultimate  Strength,  lbs 

per  sq.  in. 

Ratio  of  Length  to  Diameter. 

■LT 

-i-p 

JL 

~i  n 

of 
Gyration. 

Fixed 
Ends. 

Square 
Ends. 

Pin 
Ends. 

S\ 

J  L 

ffi     ■■• 

nr 

I 

ZBar 

Box 

Open 

Star 

r 

Column. 

Column.  Column. 

Column. 

30 

39,100 

38,800 

38,300 

9 

10         12 

7 

35 

38,800 

38,400 

37,700 

10 

12     !     13 

8 

40 

38,500 

38,000 

37,000 

12 

13         15 

9 

45 

'  38,100 

37,500 

36,300 

13 

15         17 

10 

50 

37,700 

36,900 

35,600 

15 

17     i     19 

11 

55 

37,200 

36,300 

34,800 

16 

18     1     21 

12 

60 

36,700 

35,700 

33,900 

18 

20     !     23 

13 

65 

36,200 

35,100 

33,000 

19 

22 

25 

14 

70 

35,600 

34,400 

32,100 

21 

23 

27 

15 

75 

35,100 

33,700 

31,200 

22 

25 

29 

17 

80 

34,500 

33,000 

30,300 

24 

27 

31 

18 

85 

34,000 

32,200 

29,400 

25 

28         33 

19 

90 

33,300 

31,500 

28,500 

26 

30         35 

20 

95 

32,600 

30,800 

27,600 

28 

32         36 

21 

100 

32,000 

30,000 

26,700 

29 

33     :     38 

22 

105 

31,400 

29,300 

25,800 

31 

35         40 

23 

110 

30,700 

28,500 

24,900 

32 

37         42 

24 

115 

30,100 

27,800 

24,100 

34 

38         44 

25 

120 

29,300 

27,000 

23,300 

35 

40 

46 

27 

125 

28,800 

26,300 

22,500 

37 

42 

48 

28 

130 

28,100 

25,600 

21,700 

38 

43 

50 

29 

135 

27,500 

24,900 

20,900 

40 

45 

52 

30 

140 

26,800 

24,200 

20,200 

41 

47 

54 

31 

145 

26,200 

23,500 

19,500 

43 

48 

56 

32 

150 

25,600 

22,900 

18,800 

44 

50     i     58 

33 

Foi 

safe  quiesc 

ent  loads,  a 

s  in  buildin^ 

^s,  divide 

:  above  values  by  4. 

88 

-88 

■88 


THE     PASSAIC     ROLLING 

MILL     COMPANY.    129 

ULTIMATE  STRENGTHS  OF  SOFT 

AND  MEDIUM  STEEL  COLUMNS, 

Calculated  from  the  following  Formulae. 

SOFT  STEEL. 

MEDIUM  STEEL. 

Fixed  Ends    =  54,000  —  185  — 

r 

Fixed  Ends    = 

60,000  - 

-210- 

Square  Ends  =  54,000  —  200  — 

r 

Square  Ends  = 

60,000  - 

-23o4- 

Pin  Ends 

=  54,000  -  225  1 
r 

Pin  Ends        = 

60,000  - 

-26ol 

I  =  length  in  inches. 

r  =  least  radius  of  gyration  in  inches. 

Ratio  of 

T                                 il-      A. 

Ultimate  Strength,  lbs.  per  sq.  in. 

Length  to 

1 

Radius  of 

Soft  Steel. 

Medium  Steel.                  1 

Gyration, 
I 

Fixed 

Square 

Pin 

Fixed 

Square 

Pin 

r 

Ends. 

Ends. 

Ends. 

Ends. 

Ends. 

Ends. 

30 

48,500 

48,000 

47,300 

35 

47,500 

47,000 

46,100 

40 

46,600 

46,000 

45,000 

45 

45,700 

45,000 

43,900 

50 

44,800 

44,000 

42,800 

49,500 

48,500 

47,000 

55 

43,800 

43,000 

41,600 

48,500 

47,400 

45,700 

60 

42,900 

42,000 

40,500 

47,400 

46,200 

44,400 

65 

42,000 

41,000 

39,400 

46,400 

45,100 

43,100 

70 

41,100 

40,000 

38,300 

45,300 

43,900 

41,800 

75 

40,100 

39,000 

37,100 

44,300 

42,800 

40,500 

80 

39,200 

38,000 

36,000 

43,200 

41,600 

39,200 

85 

38,300 

37,000 

34,900 

42,200 

40,500 

37,900 

90 

37,400 

36,000 

33,800 

41,100 

39,300 

36,600 

95 

36,400 

35,000 

32,600 

40,100 

38,200 

35,300 

100 

35,500 

34,000 

31,500 

39,000 

37,000 

34,000 

105 

34,600 

33,000 

30,400 

38,000 

35,900 

32,700 

110 

33,700 

32,000 

29,300 

36,900 

34,700 

31,400 

115 

32,700 

31,000 

28,100 

35,900 

33,600 

30,100 

120 

31,800 

30,000 

27,000       34,800 

32,400 

28,800 

125 

30,900 

29,000 

25,900  1    33,800 

31,300 

27,500 

130 

30,000 

28,000 

24,800      32,700 

30,100 

26,200 

135 

29,000 

27,000 

23,600      31,700 

29,000 

24,900 

140 

28,100 

26,000 

22,500      30,600 

27,800 

23,600 

145 

27,200 

25,000 

21,400      29,600 

26,700 

22,300 

150 

26,300 

24,000 

20,300      28,500 

25,500 

21,000 

For 

2? 

safe  quiesc 

ent  loads,  a 

^  in  buildings,  divide  ab 

ove  values 

by  4. 

— ' 8S 

^ _ -3j 

130    THE     PASSAIC      ROLLING     MILL     COMPANY. 

EADII   OF   GYEATION  FOE   TWO 
ANGLES 

PLACED   BACK   TO   BACK. 
.__1_^                ^-r3__.                 .._T3__, 

( 

)      I 

J      I 

I          1 

Radii  of  Gyrati 

'A 
EQUAL 

on  given  corresponc 

)           Po  1           C  ^  ) 

LEGS. 

to  directions  of  the  arrow-heads. 

Size, 
inches. 

Thickness, 
inches. 

Radii  of  Gyration. 

To 

r, 

r. 

1*3 

6X6 
6X6 

3. 

1.87 
1.88 

2.64 
2.49 

2.83 
2.66 

2.92 
2.75 

5X5 

5X5 

3. 

4 

3. 

1.55 
1.56 

2.20 
2.09 

2.38 
2.27 

2.48 
2.36 

4X4 
4X4 

4^ 

It) 

1.24           1.83           2.03 
1.24      1      1.67           1.85 

2.12 
1.94 

3i  X  3|- 
3i-  X  31 

1.04           1.51           1.70 
1.08           1.46           1.65 

1.81 
1.74 

3X3 
3X3 

f 
4 

.94           1.40 
.93           1.25 

1.59 
1.43 

1.69 
1.53 

2-^  X  2^ 
2-1-  X  2i 

1 
4 

.76 

.77 

1.12 
1.05 

1.31 
1.25 

1.42 
1.34 

2i-  X  2i 
2iX2i 

i 
-h 

.70           1.05 
.69             .94 

1.25 
1.12 

1.35 
1.22 

2X2 
2X2 

1% 

.62 
.62 

.95 

.84 

1.15 
1.03 

1.26 
1.13 

■ ?8 

■88 


THE 

PASSAIC     ROLLING     MILL 

COMPANY.    131 

EADII  OF 

aYRATION  FOR  TWO 

ANGLES 

PLACED   BACK  TO   BACK, 

LONG  LEG  VERTICAL. 

1-1 

.Ti^ 

.' i 

1 

.^ 

}           I 

; 

•J 

UNEQUAL   LEGS.                                     | 

Radii  of  Gyration  given 

correspond  to  directions  of  the  arrow-heads. 

Size, 
inches. 

Thickness, 
inches. 

Radii  of  Gyration. 

To 

r. 

r^ 

Ta 

6X4 
6X4 

i 

1.95 
1.93 

1.68 
1.50 

1.87 
1.67 

1.97 
1.76 

5X3^ 
5X3^ 
5X3 
5X3 

a 

4 

a 
« 
a 

4 

5 

TIT 

1.59 
1.60 
1.62 
1.61 

1.44 
1.34 
1.23 
1.09 

1.63 
1.51 
1.42 
1.26 

1.73 
1.61 
1.52 
1.36 

4.L  X  3 
4^X3 

TIT 

1.43           1.25 
1.45      i      1.13 

1.44 
1.31 

1.55 
1.40 

4X3i 
4X3^ 
4X3 

4X3 

5 

8    • 

1.24 
1.26 
1.23 
1.27 

1.53 
1.41 
1.20 
1.17 

1.72 

1.58 
1.39 
1.35 

1.83 
1.69 
1.50 
1.45 

3.VX3 
3^X3 
3.V  X  2^ 
3^X2^ 

1.06 
1.10 
1.10 
1.12 

1.27 

1.21 

1.04 

.96 

1.46 
1.39 
1.23 
1.17 

1.56 
1.49 
1.34 
1.24 

3X2^ 
3X2^ 
3X2 
3X2 

9 

TB" 

4 

1 
4 

.93 
.95 
.92 
.96 

1.07 
1.00 

.80 
.7o 

1.27 
1.18 

1.00 
.93 

1.37 

1.28 
1.10 
1.04 

21-  X  n 

2-1:  Xll- 

iS-^ — ^ L 

5 

1% 

.70 
.72 

.60 

.57 

.79 

.75 

.91 

.86 
-— S8 

S8 

88 

132    THE 

.     PASSAIC 

ROLLING     MILL     COMPANY. 

RADII  OF 

aYEATION  FOR  TWO 

ANGLES 

PLACED   BACK  TO   BACK, 

SHORT   LEG  VERTICAL. 

^Jl-. 

*2                                          1*5 

K^ 

^ 

"^ 

P                 <                  ^  = 

P 

'A                 Ya 

UNEQUAL  LEGS. 

Radii  of  Gyration  given 

correspond  to  direction  of  the  arrow-heads. 

Size, 
inches. 

Thickness, 
inches. 

Radii  of  Gyration. 

To     1      r. 

^2 

Ta 

6X4 
6X4 

i 

1.19           2.94 
1.17      I      2.74 

3.13 
2.92 

3.23 
3.02 

5X3i 
5X3i 
5X3 
5X3 

f 
f 
1^ 

1.01 
1.02 

.86 

.85 

2.39 
2.27 
2.50 
2.33 

2.58 
2.45 
2.69 
2.51 

2.68 
2.55 
2.79 
2.61 

4iX3 
4iX3 

3. 

4 

.86 

.87 

2.18 
2.06 

2.38 
2.25 

2.46 
2.33 

4X3i 
4X3i 
4X3 
4X3 

8 

1% 

1.05 

1.07 

.83 

.89 

1.85 
1.73 
1.84 
1.79 

2.04 
1.91 
2.03 
1.97 

2.14 

2.00 
2.13 
2.07 

3iX3 
Six  3 
SiX2i 
3iX2i 

8 

.87 
.90 
.72 
.74 

1.57 
1.53 
1.66 
1.58 

1.76 
1.71 
1.85 
1.76 

1.87 
1.81 
1.95 
1.86 

SX2i 
SX2i 
3X2 
3X2 

28^ 

9 

4 

.73 
.75 

.55 
.57 

1.40 
1.32 
1.42 
1.39 

1.59 
1.49 
1.62 
1.57 

1.69 
1.60 
1.72 

1.68 

si 

88 

8? 

THE     PASSAIC     ROLLING     MILL     COMPANY.     133 

PROPERTIES  OF  PASSAIC  STEEL  PLATE 

AND 

ANGLE   COLUMNS. 

X * X 

i  ij;  'zjl  .11 

Axis  XX. 

Axis  YY. 

Width  of  PI 
Inches. 

Size  of  Ang 
Inches. 

'  i^  S  c      y  ^ 

o 

1     §1 

flj  o 

o 

s  % 

1% 

OJ    O 

o  c    • 

.5  t^.c 

6    L,^ 

J. 

4 

6.74 

22.9!  36.3   12.09 

2.32 

10.4 

3.321.24 

//  1  ^ 

A 

8.52 

29.0 

44.6    14.87 

2.29 

13.6 

4.24!l.26 

u      X 

T^ 

11.71 

39.8 

59.0    19.68 

2.25 

21.1 

6.421.34 

//  1  ^ 

i 

13.00 

44.2 

64.61  21.53 

2.23 

24.7 

7.60il.38 

7  i  ^ 

4 

7.51 

25.5 

58.3    16.65 

2.78 

16.1 

4.43 

1.46 

:  ix 

A 

9.43 

32.1 

71.9    20.55 

2.76 

20.8 

5.59 

1.49 

-,^ 

12.98 

44.1 

95.8   27.38 

2.72 

30.8 

8.15 

1.54 

//     '  ro 

i 

14.50 

49.3 

105.1    30.02 

2.69 

36.3 

9.69 

1.58 

8   ! 

1% 

10.86 

36.9 

107.5    26.88 

3.14 

30.3 

7.30 

1.67 

"       1    CO 

3. 

8 

13.12 

44.6 

128.5    32.13 

3.13 

37.4 

8.79 

1.69 

"  1^ 

T^ 

14.98 

50.9 

144.61  36.15 

3.11 

44.4 

10.54 

1.72 

f 

17.24 

58.6 

163. 5[  40.88 

3.08 

53.1 

12.29 

1.75 

" 

1% 

19.50 

66.3 

182.9!  45.73 

3.06 

61.9 

14.04 

1.78 

II 

X 

20.92 

71.1 

193.5    48.38 

3.04 

69.1 

16.04 

1.82 

9 

T^ 

11.81 

40.1 

154.2    34.26 

3.62 

42.6 

9.15 

1.90 

"          M 

8 

14.22 

48.3 

183.5!  40.78 

3.59 

52.9 

11.131.93  1 

// 

y 

1^ 

16.30 

55.5 

207.5 

46.12 

3.57 

63.1 

13.37 

1.97 

// 

Hm 

i 

18.74 

63.7 

235.9 

52.44 

3.55 

75.3 

15.64 

2.01 

// 

tT 

iHt 

21.18 

72.0 

263.0 

"58.44 

3.52 

87.9 

17.90 

2.04 

// 

f 

22.83 

77.6 

279.1    62.24 

3.50 

99.0 

20.572.08 

10 

■h 

12.73 

43.3 

211.8    42.36 

4.08 

57.6 

11.162.13 

// 

f 

15.35 

52.2 

252.7    50.54 

4.06 

71.9 

13.682.17 

"      ^ 

T^ 

17.62 

59.9 

286. 4i  57.28 

4.03 

85.9,16.462.21  1 

II 

/\ 

i 

20.24 

68.8 

326.0    65.20 

4.01 

102.2 

19.2212.25 

II 

iHr 

22.35 

76.0 

355.7    71.14 

4.00 

118.1 

22.36  2.29 

II 

1 

24.97 

84.9 

392.3   78.46 

3.97 

136.6 

25.43  2.34 

12 

« 

18.94 

64.4 

443.6   73.37 

4.85 

119.6 

19.342.51 

// 

-1^ 

22.17 

75.4 

513.6    85.60 

4.81 

144.5 

23.03  2.55 

//      •Tj' 

i 

25.44 

86.5 

584.5    97.42 

4.80 

171.8 

26.96  2.60 

*    1  X 

A 

28.67 

97.5 

651.0108.5 

4.77 

199.7 

30.912.64 

//      :    ZO 

fr 

30.94 

104.9 

693.4115.6 

4.75 

223.4 

35.392.69 

II      ! 

H 

34.17 

116.2 

760.1126.8 

4.72 

255.7  39.88  2.73 

1    //              f       137.44 

♦5— ~ ' 

127.3 

825.3137.6    4.70  | 

288.7  44.44  2.78  1 
88 

8- — 

« 

134    THE     PASSAIC     ROLLING     MILL 

COMPANY. 

PROPERTIES  OF  PASSAIC  STEEL  PLATE 

AND   AN 

OLE   C( 

)LUMNS. 

■^1 

r 

^ %i 

A 

^ 

'— o— 

Y 

«*H      tT 

1-  '" 

Axis  XX. 

Axis  YY. 

°  6 

O    4) 

t/:   rt  in 

i1 

<4-l                     1 

v.-, 

COt-H 

o 
1)  t- 

§.3 

■Z   3 

o  c    . 

t/).2  u 

O 

§1 

o  c    . 

4)  O 

a  u 

U"0 
4)   o 

■■si'? 

V    O 

.V 

41.44 

140.9 

1129174.0 

5.22 

366.1 

56.32'2.98  1 

9 

43.07 

146.5 

1199182.6 

5.27 

389.0   59.84j3.00 

5 

8 

44.69 

152.0 

1269192.0 

5.33 

411.8   63.363.04 

5  ■-    "u 

i^^ 

46.32 

157.5 

1340  200.3 

5.38 

434.7   66.88  3.07 

Xx^^ 

f 

47.94 

163.0 

1415  209.8 

5.44 

457.6   70.40  3.10 

if 

49.57 

168.5 

1492  219.3 

5.49 

480.5   73.92 

3.12 

^?^!2 

i 

51. 191 174.0 

1563227.2 

5.52 

503. 4i  77.44 

3.14 

14- 
T6 

52.82179.6 

1642  237.0 

5.59 

526.21  81.0013. 16 

s  6" : 

Plate 
Plate; 

1 

54.44 

185.1 

1723  246.0 

5.64 

549.1    84.48  3.18 

ll\ 

56.07 

190.6 

1803  256.1 

5.68 

572.0   88.00  3.20 

Angle 
[  Web 
Cover 

li 

57.69 

196.2 

1884  264.9 

5.72 

594.9 

91.52  3.22 

59.321201.7 
60.94|207.2 

1965  274 . 3 
2050  283.2 

5.75 

5.80 

617.8 
640.6 

95.04  3.23 
98.563.25 

lA 

62.571212.8 

2143  292.7 

5.85 

663.5102.1 

3.26 

If 

64.19  218.3 

2224  301.8 

5.88 

686.4105.6 

3.27 

iiV 

65.82  223.8 

2311311.2 

5.93 

709.3:109.1 

3.29 

H 

67.44  229.3 

2406 

321.3 
264.1 

5.98 

732.2 

112.6 

3.30 

i 

53.94  183.2 

1981 

6.05 

569.5 

75.93  3.25 

3 
Iff 

55.82189.8 

2088  276.2 

6.12 

604.6 

80.613.30 

f 

57.69196.1 

2195  288.3 

6.17 

639.8 

85.30  3.33 

-  -^    <i3 

H 

59.57 

202.6 

2304  299.8 

6.22 

674.9 

89.98i3.37 

'^^^■t:^ 

1 

61.44 

208.8 

2417312.8 

6.28 

710.1 

94. 6613.40 

Xx^^ 

ii 

63.32 

215.3 

2533  325.3 

6.32 

745.2 

99.363.44 

^in^ 

X 

65.19 

221.6 

2645  336.2 

6.36 

780.4 

104.0 

3.46 

If 

67.07 

228.1 

2765  349.4 

6.41 

815.5108.7 

3.49 

s6" : 

Plate 
Plate! 

1 

68.94 

70.82 

234.4 

2885  361.4 

6.48 

850.7113.4 

3.52 

ll^ 

240  8 

3004  373.2 

6  51 

885.9|118.1 

3.54 

-^.-o  h 

li 

72.69 

247.1 

3131386.1 

6.57 

921.0122.8 

3.56 

Ans 
.  We 
Cove 

1-1% 

74.57 

253.6 

3251398.4 

6.61 

956.2127.5 

3.58 

M 

76.44 

259.9 

3383  409.7 

6.66 

991.3,132.2 

3.60 

^^<>i 

ll% 

78.32 

266.3 

3510  421.6 

6.70 

1026.5136.9 

3.62 

If 

80.19 

272.6 

3635  437.3 

6.74 

1061.6141.5 

3.64 

Ifff 

82. 07|  279.1 

3770  448.2 

6.79 

1096.8146.2 

3.66 

28 

H 

83.941 285. 4 

3903  459.9 

6.83 

1132.0150.9 

3.68gj 

82" 


THE 

PASSAIC     ROLLING     MILL     COMPANY. 

135 

PROPERTIES  OF  PASSAIC  STEEL 

CHANNEL   COLUMNS. 

.^^'     -■ 

^ 

(^ 

X — 

-p-x                                              1 

d 

1 

m 

'^ — ^ r^ 

c 
_o 

p. 

a 

'Si 

V 

Q 

o  en 

4-1      1^      t^ 

"oS? 

O    V 

o  u 

OJ   3 

t.  a- 

Axis  XX. 

Axis  YY. 

O 

V  o 

o 

V    u 

§.3 

•13    3 
OX) 
<U  o 

11.7 
12.6 

rt  >>  3 

6 

8 

1 

4 

i. 

4 

8.70 

9.88 

64.0 

19.9 

2.72 
2.62 

46.7 
50.3 

2.31 

10 

68.1 

21.0 

2.27 

5 

// 

5 

10.88 

78.2  23.6 

2.68 

56.0 

14.0 

2.27 

// 

t 
a 

8 

11.88 
12.96 

90.1 

26.6 
59.2 

2.75 
2.75 

61.0 

71.8 

15.3 
18.0 

2.27 

12 

98.9 

2.35 

// 

•tV 

13.96 

110. 

32.0 

2.81 

77.2 

19.3 

2.35 

3s 

// 

i 
^ 

14.96 
16.72 

122. 

34.9 
36.4 

2.86 
2.76 

82.5 
86.9 

20.6 

2.35 

15 

127. 

21.7 

2.28 

// 

17.72 

138. 

39.3 

2.81 

92.2 

23.1 

2.28 

5     "^ 

// 

5 

8 

18.72 
19.70 

152. 

42.1 
44.4 

2.86 

2.86 

97.6 
111. 

24.4 

2.28 

17 

5 

8 

161. 

27.8 

2.38 

to  5 
O 

// 

H 

20.70 

174. 

47.2 

2.90 

116. 

29.1 

2.37 

Ul 

// 

3. 

4 

21.70 

188. 

50.2 

2.94 

122. 

30.4 

2.37 

C 

// 

if 

22.70 

203. 

53.1 

2.98 

127. 

31.8 

2.37 

// 

7 
8 

23.70 

217. 

56.0 

3.02 

132. 

33.1 

2.36 

CJ 

// 

15 

24.70 

233. 

59.0 

3.06 

138. 

34.4 

2.36 

7 

1 

25.70 

248. 

62.1 

3.10 

143. 

35.8 

2.36 

9 

JL 

4 

9.72 

97.1 

25.9 

3.16 

71.4 

15.8 

2.71 

> 

// 

10.85 
13.23 

113. 

29.7 

3.23 
3.13 

79.0 
100. 

17.6 
22.3 

2.70 

13 

129. 

34.1 

2.75 

u 

// 

8 

14.35 

146.     37.8 

3.20 

108. 

24.0 

2.74 

// 

l^T 

15.48 

163.     41.6 

3.26 

115. 

25.7 

2.73 

eep  an 
"  wide 

// 

16.60 
18.95 

181. 

45.4 

47.8 

3.33 
3.17 

123. 
133. 

27.4 
29.6 

2.72 

17 

191. 

2.66 

// 

o 

"fff 

20.08 

209. 

51.5 

3.23 

141. 

31.4 

2.66 

St-ii 

// 

f 

21.20 

228. 

55.3 

3.28 

149. 

33.1  2.65 

CJ  a>  0< 

// 

H 

22.33 

247. 

59.1 

3.33 

156. 

34. 712.65 

f-§ 

// 

f 

23.45 

267. 

63.0 

3.38 

163. 

36. 42. 64 

// 

If 

24.58 

288. 

66.8 

3.43 

171. 

38.li2.64 

C^ 

// 

^ 

25.70 

309.     70.7 

3.47 

179. 

39.8  2.64 

// 

H 

26.831331.    '74.7 

3.51 

187. 

41.5  2.64 

$s 

// 

1 

27.95' 354.     78.6    3.56 

194. 

43.1  2.64^ 

88 

88 

136 

THE     PASSAIC     ROLLING     MILL 

COMPANY. 

PROPERTIES 

OF   PASSAIC   STEEL 

CHANNEL   COLUMNS. 

\y| 

1 

r 

X 

— 

•-f- 

X 

d- 

1 

k 

\} 1 or* 

l.r^ 

'-oi 

is 

■3  JS 

Axis  XX. 

Axis  YY. 

c 
'35 

Q 

O   C   u 

^  c  « 

U5  JH    u5 

<H-.      O 

«    O 

°  5  « 

IT.  •  —    4) 

=  re4= 
■-St-" 

o    . 

^  cS 
C"J5 

c  i£        o  c    . 
■S-3       Sfl 

10 

4 

11.0 

141 

33.3 

3.58 

107 

21.5    3.12 

"5. 

II 

5 

TB" 

12.3 

164 

38.1 

3.66 

118 

23.6;  3.09 

13 

1^ 

13.9 

179 

41.6 

3.59 

136 

27.3 

3.14 

s  > 

II 

5. 

8 

15.1 

203 

46.3 

3.66 

147 

29.3 

3.12 

II 

T,^ 

16.4 

227 

51.2 

3.73 

157 

31.4 

3.10 

nel  Coll 
ep  and  2 
"  wide. 

II 

i 

17.6 

252 

56.1 

3.79 

167 

33.5  1  3.08 

17 

2 

20.0 

265 

58.7 

3.64 

184 

36.8    3.04 

// 

9 

21.2 

290 

63.8 

3.70 

194 

39.0  I  3.03 

fi-SS 

II 

8 

22.5 

317 

68.2 

3.76 

205 

40.9    3.02 

u2 

--    15 

II 

H 

23.7 

344 

73.3 

3.81 

215 

43.01  3.02 

II 

3. 

4 

25.0 

372 

78.2 

3.86 

225 

45.2  1  3.02 

QOg 

II 

\% 

26.2 

400 

83.1 

3.91 

236 

47.2 i  3.00 

-g 

II 

\ 

27.5 

430 

88.3 

3.96 

246 

49.3    2.99 

(M 

II 

15 

28.7 

459 

93.1 

4.00 

257 

51.4    2.99 

II 

1 

30.0 

490 

98.2 

4.04 

267 

53.4    2.99 

13 

-1^ 

14.5 

240 

49.8 

4.07 

167 

30.4    3.40 

// 

f 

15.9 

272 

55.7 

4.14 

181 

32.9    3.38 

16 

1 

17.7 

295 

60.5 

4.09 

208 

37.8 

3.43 

II 

1^ 

19.0 

329 

66.7 

4.16 

222 

40.3 

3.41 

II 

\ 

20.4 

364 

72.8 

4.23 

236 

42.9 

3.41 

21 

\ 

23.4 

383 

76.6 

4.05 

259 

47.0 

3.33 

,3  S 

61 

II 

9 
lU 

24.8 

417 

82.5 

4.11 

273 

49.5 

3.32 

II 

^ 

26.1 

453 

88.3 

4.16 

287 

52.1 

3.31 

(U  n-l 

II 

1-^ 

27.5 

489 

94.0 

4.21 

300 

54.6 

3.30 

S  c 

II 

a. 

4 

28.9 

528 

100 

4.27 

314 

57.0 

3.30 

rt   Q^ 

II 

1^ 

30.3 

566 

106 

4.33 

328 

59.6 

3.29 

u^ 

II 

^ 

31.6 

604 

113 

4.38 

342 

62.2 

3.29 

>^5j 

II 

\% 

33.0 

648 

119 

4.43 

356 

64.8 

3.28 

<fl 

II 

1 

34.4 

686 

125 

4.47 

370 

67.3 

3.28 

c 

II 

V^ 

35.8 

726 

131 

4.50 

383 

69.6 

3.27 

re 

II 

H 

37.1 

771 

137 

4.55 

397 

72.2 

3.27 

o 

II 

1t^ 

38.5 

816 

144 

4.60 

411 

74.8 

3.27 

8 

II 

H 

39.9 

859 

149 

4.64 

425 

77.3 

3.27  1 

8§ 

^ — 

8S 

THE 

PASSAIC     ROLLING 

M  I  L  L 

COMPANY.     137 

PROPERTIES  OF  PASSAIC  STEEL 

CHANNEL   COLUMNS.                      | 

■1 

^ 

1 

(d 

X- 

--}— 

— 

-x 

1 

k 

'y   ^ 

tea 

•—  0 

"~  -  u  t. 

S  I,  in 

u  u  a 
^  o  « 

0(J  V 

o  tj  a 

Axis  XX. 

Axis  YY. 

Mom. 

Section 

Rad.  of 

Moment 

Section 

Rad.  of 

U  •" 

^"^« 

Sw-  rt 

.S.X'". 

of 

Modu- 

Gyr., 

of 

Modu- 

Gyr., 

U£ 

H°5:    ^-^ 

Inertia. 

lus. 

inches. 

Inertia. 

lus. 

inches. 

15 

fff   16.3 

336 

63.2 

4.49 

227 

37.9 

3.69 

V 

IT 

/? 

3. 

18.2 

377 

70.2 

4.55 

245 

40.9 

3.67 

20 

20.8 

412 

77.0 

4.46 

286 

47.7 

3.71 

// 

1^ 

22.3 

457 

84.0 

4.53 

304 

50.7 

3.69 

// 

* 

23.8 

502 

91.5 

4.60 

322 

53.7 

3.68 

25 

i 

26.7 

526 

95.8 

4.45 

348 

58.0 

3.61 

5  "a. 

// 

9 
IT 

28.2 

572 

103 

4.51 

366 

61.1 

3.61 

1  Col 

cover 

// 

5. 

8 

29.7 

619 

110 

4.56 

384 

64.0 

3.60 

30 

f    32.6 

643 

114 

4.44 

408 

68.0 

3.54 

c  "^ 

/' 

1^ 

34.1 

691 

122 

4.50 

426 

71.0 

3.53 

'/ 

3. 

•i 

35.6 

740 

129 

4.56 

444 

74.0 

3.53 

n-^ 

// 

It 

37.1 

790 

136 

4.62 

462 

77.0 

3.53 

// 

7 
(< 

38.6 

841 

144 

4.68 

480 

80.0 

3.53 

s:. 

// 

15 
it 

40.1 

893 

150 

4.73 

498 

83.0 

3.52 

s 

// 

1 

41.6 

949 

158 

4.78 

516 

86.0 

3.52 

nj 

// 

H 

44.6 

1059 

172 

4.87 

552 

92.0 

3.52 

u 

// 

li 

47.6 

1173 

188 

4.97 

588 

98.0 

3.51 

// 

If 

50.6 

1292 

203 

5.05 

624 

104 

3.51 

// 

U    53.6    1416 

217 

5.14 

660 

110 

3.51 

20 

f 

22.3 

650 

102 

5.40 

429 

61.3  i4.39| 

u 

i^T 

24.1 

724 

112 

5.48 

457 

65.3 

4.36 

25 

iV 

27.1 

760 

118 

5.30 

505 

72.1 

4.31 

—    I/) 

// 

i 

28.8 

833 

128 

5.38 

534 

76.3 

4.31 

30 

i 

31.6 

891 

137 

5.32 

600 

85.7 

4.36 

S    rt 

// 

9 

33.4 

964 

147 

5.37 

628 

89.7 

4.34 

,3   t^ 
O    I- 

// 

5. 

35.1 

1043 

157 

5.45 

657 

93.9 

4.33 

0^ 

// 

H 

36.9    1118 

168 

5.51 

686 

98.0 

4.31 

// 

f 

38.6(1198 

178 

5.57 

714 

102 

4.30 

35 

f 

41.6 

1234 

183 

5.44 

753 

108 

4.25 

5  w 

// 

It 

43.4 

1316 

193 

5.50 

782 

112 

4.25 

,-^T3 

// 

71 

45.1 

1396 

204 

5.56 

810 

116 

4.24 

"^J  '"' 

// 

It 

46.9 

1482 

214 

5.63 

840 

120 

4.24 

r- 1    i« 

// 

1 

48.6 

1565 

224 

5.68 

867 

124 

4.22 

C 

// 

u 

52.1    1742 

245 

5.79 

925 

132 

4.21 

// 

H 

55.6   1922 

266 

5.90 

981 

140 

4.21 

(M 

// 

11 

59.1   2105 

287 

5.98 

1039 

148 

4.19 

s« 

// 

H 

62.6   2302 

308 

6.08 

1096 

157 

4.19^ 

^ 

8S 

1 

138    THE     PASSAIC     ROLLING     MILL     COMPANY. 

PEOPEETIES   OF   PASSAIC   STEEL 

CHANNEL  COLUMNS,                 | 

HEAVY   SECTION. 

•^ 

^ ) !  c 

p 

) 

X-'- 

c  n"c 

— X 

A 

'  1 

^ 

'Y 

'r.  cfl 

u5 

Axis  XX. 

Axis  YY. 

c 
_o 

c 
bJO 

•s 

Q 

(/5  rt  1/5 

-Sit 

U 

■J3  43 
O    'J 

49.1 

1 

o 
«-^ 

831 

§^ 
•S   3 

01  o 

145 

f<0 

o 

<L>    O 

87 

.2  •?-£= 

Ul 

1 

167.0 

4.11 

522 

3.26 

S^Sil 

It 

172.1 

50.6 

881 

152 

4.18 

540 

90 

3.27 

i?x 

7 
8 

177.2 

.52.1 

932 

159 

4.23 

558 

93 

3.27 

S>5> 

It 

182.3 

53.6 i   985 

166 

4.30 

576 

96 

3.28 

1 

187.4 

55.1:1039 

173 

4.35 

594 

99 

3.28 

c^5 

u 

197.6 

58.111149 

188 

4.45 

630 

105 

3.29 

-CXI  J3 

u 

207.8 

61.1  1264 

203 

4.55 

666 

111 

3.30 

^o^ 

If 

218.0 

64.1  1384 

218 

4.65 

702 

117 

3.31 

>X^ 

H 

228.2 

67.1  1507 

233 

4.75 

738 

123 

3.31 

If 

238.4 

70.1 

1637 

247 

4.84 

774 

129 

3.32 

i| 

248.6 

73.1 

1766 

263 

4.92 

810 

135 

3.33 

1^- 

258.8 

76.1  1910 

279 

5.00 

846 

141 

3.33 

2 

269.0 

79.1 

2057 

293 

5.10 

882 

147 

3.34 

|o!3 

SI- 

279.2 

82.1 

2208 

311 

5.19 

918 

153 

3.34 

(M 

SI 

289.4 

85.1 

2361 

326 

5.27 

954 

159 

3.34 

U) 

f 

197.6 

58.1 

1402 

208 

4.91 

927 

132 

3.99 

n 

203.5 

59.9 

1478 

217 

4.97 

956 

136 

3.99 

i'^x 

1- 

209.4 

61.6  1563 

228 

5.05 

985 

141 

4.00 

if 

215.4 

63.4  1646 

237 

5.10 

1013 

145 

4.00 

r— 1     U     fl 

1 

221.3 

65.1 

1729 

247 

5.15 

1041 

149 

4.00 

DO) 

11 

233.3 

68.6 

1907 

268 

5.28 

1099 

157 

4.00 

xi'5' 

11 

245.1 

72.1 

2090 

288 

5.38 

1156 

165 

4.01 

If 

257.0 

75.6  2272 

309 

5.49 

1213 

173 

4.01 

^x« 

4)  5    T3 

li 

269.0 

79.1 

2466 

329 

5.59 

1271 

181 

4.01 

If 

280.8 

82.6 

2665 

349 

5.69 

1328 

189 

4.02 

If 

292.7 

86.1 

2876 

371 

5.78 

1385 

198 

4.02 

1^ 

304.7 

89.6  3081 

391 

5.86 

1442 

206 

4.02 

2 

316.5 

93.1  3313 

415 

5.97 

1499 

214 

4.02 

12" 
14" 

2i 

328.4 

96.6  3538 

435 

6.05 

1557 

222 

4.02 

21 

340.4 

100.1  3773 

458 

6.15 

1614  !  231 

4.02 

^ 

^ _ — \ \ \ \ 89 

2 

-8S 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

139 

PROPERTIES   OF   PASSAIC   STEEL 

Z 

BAR  COLUMNS 

•y 

c 
'3) 

V 

11 

«   C  -IS 

Axis  XX. 

Axis  YY. 

o    . 

—   ui 

V  o 

°    O    Ji 

o    . 
1- 

O   C     . 

•I2-5 

^ 

3. 

8 

21.4 

287 

46.5 

3.67 

337 

46.5 

3.97 

B 

4J 

a.    -3 

1^ 

25.1 

347 

55.2 

3.72 

391 

54.0 

3.95 

3 

1)      '5 

i 

28.8 

409 

64.1 

3.77 

445 

61.3 

3.92 

5^       °° 

^ 

31.2 

427 

67.9 

3.69 

469 

66.4 

3.88 

S-i 

£  S  rt 

f 

34.8 

489 

76.8 

3.74 

518 

73.4 

3.86 

I'^U 

H 

38.5 

556 

85.9 

3.79 

567 

80.0 

3.83 

N 

N      -S 

f 

40.5 

562 

88.2 

3.72 

579 

84.2 

3.78 

c< 

^        ^ 

H 

44.1 

629 

97.3 

3.77 

624 

90.7 

3.76 

1—1 

L 

X 

47.7 j  700 

106.6 

3.82 

664 

96.5 

3.73 

r-" 

-h 

15.8 

149 

29.0 

3.08 

197 

30.1 

3.54 

2 

a,    ^3 

f 

19.0 

186 

35.5 

3.13 

235 

35.8 

3.52 

3 

T^ 

22.3 

225 

42.0 

3.17 

272 

42.1 

3.50 

'o 

"      i 
s       t- 

i 

24.5 

236 

44.9 

3.10 

290 

45.5 

3.44 

u 

12  5  rt 

t^6- 

27.7 

275 

51.5 

3.16 

324 

50.8 

3.42 

i      a 

5 

8 

30.9 

318 

58.4 

3.21 

358 

56.1 

3.40 

N 

N     -S 

u 

32.7 

320 

59.9 

3.13 

365 

59.0 

3.34 

,-*N 

^      ^ 

f 

35.8 

363 

66.8 

3.18 

393 

63.5 

3.32 

1—1 

if 

39.0 

411 

74.3 

3.25 

428 

69.2 

3.30 

i 

11.3 

68.7 

i6.6 

2.47 

123 

20.0 

3.31 

5 

a    .-2 

5 

14.2 

89.8 

21.3 

2.52 

152 

24.6 

3.28 

^ 

a     ^ 

3. 

8 

17.1 

113 

26.1 

2.57 

184 

29.8 

3.28 

'o 

i^ 

19.0 
21.9 

118 
142 

28.1 
32.9 

2.49 
2.54 

198 
225 

33.1 
37.6 

3.23 
3.21 

^3  '"'  rt 

9 

24.7 

167 

37.8 

2.59 

252 

41.9 

3.19 

N 

N     -g 

5 

8 

26.3 

167 

38.8 

2.52 

258 

44.3 

3.13 

^      ^ 

1  6 

29.0 

193 

43.8 

2.58 

281 

48.4 

3.11 

00 

tH 

3. 

4 

31.9 

221 

49.0 

2.63 

305 

52.4 

3.09 

a  u 

U    4;; 

1 

4 

9.38 

32.3 

10.3 

1.86 

86.7 

15.6 

3.04 

rt  c 

-h 

11.8 

42.8 

13.3 

1.91 

108 

19.3 

3.02 

-S  a 

Ss-g.-H 

11 

8 

13.7 

48.0 

15.1 

1.87 

121 

22.3 

2.97 

^     o 

12  ^  > 

iV 

16.1 

59.5 

18.1 

1.92 

140 

25.8 

2.95 

oU 

2 

17.8 

63.6!  19.6 

1.89 

150 

28.3 

2.91 

9 

115' 

20.1 

76.0122.7 

1.94 

168 

31.7 

2.89 

8 

' 

8§ 

s 

^ 

140    THE     PASSAIC     ROLLING     MILL 

COMPANY. 

PROPERTIES  OF  PASSAIC  STEEL  Z  BAR  COLUMNS. 

] 

JZxf^ 

r 

^' 

•1.2 

o     c 

t)  o^ 

<U  u  G 

Axis  XX. 

Axis  YY.            1 

Mom. 

Section 

Rad.  of 

Moment 

Section    Rad.  of 

u'S 

4)        O 

ic'-S 

^  li*". 

of 

Modu- 

Gyr., 

of 

Modu-       Gyr., 

a 

V}     o 

HO 

^in  ry 

Inertia. 

lus. 

inches. 

Inertia. 

lus.      ,  inches. 

4J 

i 

8 

"sEo 

1014 

150.0 

4.46 

750.5 

107.2    3.84 

i      5    "O 

X  x  = 

T^ 

52.8 

1094 

160.7 

4.55 

779.2 

111.3  1  3.84 

^ 

i 

54.5 

1180 

171.6 

4.65 

808.0 

115.4    3.85 

9 

56.3 

1260 

181.6 

4.72 

836.2 

119.5    3.85 

u 

—> 

f 

58.0 

1344 

192.2 

4.82 

864.7 

123.5    3.86 

ii 

59.8 

1431 

202.7 

4.89 

893.7 

127.7 

3.87 

N 

f 

61.5 

1511 

212.0 

4.96 

922.0 

131.7 

3.88 

N  >  > 

It 

63.3 

1609 

223.9 

5.04 

951.2 

135.9    3.88 1 

65.0 

1701 

234.5 

5.11 

979.5 

139.9 

3.88 
3.83 

H 

66.9 

1618 

223.2 

4.92 

979.3 

139.7 

c 

^«=  ."2 

f 

68.7 

1711 

234.0 

4.99 

1007 

143.8 

3.84 

S 

X  X. 

-H 

70.5 

1805 

244.8 

5.06 

1035 

147.9 

3.84 

-3 

=   ^^ 

f 

72.2 

1901 

255.7 

5.13 

1064 

152.0 

3.84 

y 

HxOO" 

if 

74.0 

1999 

266.5 

5.20 

1092 

156.2    3.84 

c3 

>2-s^ 

1 

75.7 

2098 

277.5 

5.26 

1121 

160.2    3.85 

^  "^^  ft 

i-iV 

77.5 

2198 

288.3 

5.32 

1150 

164.2  [3.85 

li 

79.2 

2300 

299.1 

5.39 

1178 

168.2  13.85 

1-1^ 

81.0 

2405 

310.4 

5.45 

1207 

172.5  13.86 

<N 

li 

82  7i  2510 

321.3 

5.51 

1236 

176.5  1  3.86 

1 

81.4  2298 

303.8 

5.31 

1726 

216.2    4.60 

1t^6 

83.4  2413 

316.5 

5.38 

1769 

221.6    4.60 

H 

85.4  2531 

329.5 

5.44 

1811 

226.8    4.60 

1-1^ 

87.4  2650 

341.9 

5.50 

1854 

232.2 

4.60 

li 

89.4  2771 

354.4 

5.56 

1897 

237.6 

4.60 

l-^ff 

91.4  2895 

367.6 

5.62 

1939 

242.9 

4.60 

. 

-     ^     « 

If 

93.4  3019 

380.4 

5.69 

1982 

248.2 

4.60 

g 

XX? 

1t^ 

95. 4S  3146 

393.3 

5.74 

2025 

253.6 

4.60 

r— 1 

li 

97.413275 

406.3 

5.80 

2067 

258.9 

4.60 

o 

2,,x|S 

iT^ff 

99.4  3406 

419.2 

5.86 

2110 

264.1 

4.60 

^  ij  « 

1^ 

101.4  3539 

432.3 

5.91 

2153 

269.4 

4.61 

,^2 

m 

103.4  3674 

445.5 

5.96 

2195 

274.8 

4.61 

N 

11 

105.4;  3811 

458.5 

6.01 

2238 

280.1 

4.61 

r-l 

N^l 

lit 

107.4 

3951 

471.8 

6.06 

2280 

285.4 

4.61 

IJ 

109.4 

4092 

485.0 

6.12 

2323 

290.8 

4.61 

lit 

111.4 

4235 

498.3 

6.17 

2366 

296.2 

4.61 

2 

113.4 

4381 

511.7 

6.21 

2409 

301.4 

4.61 

2fff 

115.4!  4528 

524.9 

6.26 

2451 

306.8 

4.61 

2i 

117.4  4679 

538.6 

6.31 

2494 

312.2 

4.61 

2-1% 

119.4  4831 

552.1 

6.36 

2537 

317.4 

4.61 

1            1    9X" 

121.4  4985   565.3 

6.41 

2579 

322.9 

±^ 

■« 


THE     PASSAIC     ROLLING     MILL     COMPANY.    141 


'I* 

r-l 
CO 


-o 


CO  tH 


(?<  -^  CO 


CO  rH 


OO 
(?i  1-1 


?0  CO  to  '«1< 


1>  o 

CO  i-H 


tH  -^  CO  lO 


o  t^ 

"*    T-i 


:o  ic  GO  :o 


W  GO 


CO  CO 


CO  (?i 
00  l>^ 


0) 
00 


(Nco  Oi  i^ 


00  -^ 


t* 


CD 


10 
CO 


1>1> 


O  00 
tH  lO 


(?*  QOi-H  Oi 


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COO 
COtH 


1>  C5  CO  o 


iCOO 

COi-H 


wo  ■<*  tH 


CO  tH 


iC' 


O  00  t-H  CO 

W  T-H 


c:>oc^o 


(M  OiCO  i> 


OiOiOiCi 


lO  as  -^  i> 


uO  00  CO  00 
*  CO  00 


1>  o 


dj     O  o 

b   '^  c    <n 
t«    c    5     c 


yi  § 


GO  O 


C0  1> 


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CO  lO  1>  CO 


00  t>  CO  i>. 

*  00  oj 


Oi  1-H 


l>THCOC^|rHCOOCO 


1>  UO 

lo  (>) 


Oi  o 
CO  (?< 


(M  C<H>.  C^ 


O  CO  1-H  1-H 
CD(?*  -^  ©J 


o 


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lO  CO  00  -"^ 


05  C5  1-H  rH 

CO  CO  O  lO 


1>  CO! 


iCC^ 


1-H  00  CO  o» 


lO  CO  O  i> 
GO  CO  l>^  (?i 


Tf  iC  J>  »o 

1-H  rM 
(?)t-H 


rf  CO 

COrH 


J>  CO  -^  00 

00  t^  1-H  to 


Ci  GO  '^  (Ti 

ci  CO  00  CO 


1>  T*  rf  Tj< 


CO  -^ 

CO  1-H 


CO  C<i 

<?*   T-H 


lO  CO  00  lO 

*  00  oi  CO 


<M 


W  CO  00^• 
l-H  -^  OJ  CO 


GO  C^ 
CO  l>^ 


CO  OiG^  CO 

cri  -^  T-I  -^ 


rt-S 


c/j  cr 


CO  CO  1-H  rH 
O  CO  tH  CO 


O  -^  t>.  CO 


t^  S    -  P-c 


o  o  o  o 

(M  (M  O  O 


(/I    u 


edx       nix 


tH  O  GO  C5 
1-H  -*  Ci  O 


CO  S<1  CO  (M 


CO  ■*  1-H  Ci 
lO  -^  CO  tH 


COtH  (>i' 


o  o  o  o 

00  00  l>.  1> 


-t  --^ 


v'tti  <J 
N    c    C 


CO  CO  O  lO 

xxxx 

CO  CO  lO  lO 


•^  -^  CO  CO 

xxxx 

CO  ct 


o  o  o  o 
CO  CO  to  to 


1-H  1-H  CO  r-t 
rH  00  00  l^ 


C^  tH 


to  to  o  o 

^^  ^^  ^^  '^ 


H-t       -]■* 


«e     "TS 


xxxx 

CO  CO  -l-N-l-N 


xxxx 

(7)  3^ 


82- 


142    THE     PASSAIC     ROLLING     MILL     COMPANY 


■« 


28- 


m 
m    ft 


e3 

a, 


P^    O     ^ 

^  o  -w 


r 


CJ 


oo 


CO 


C^  "^ 


00  iC 


■^  GO 

o  o 


t^  CO 
1>  CO 


00  :o 


CO  CO 
00  CO 


(>i^ 


O  Ci 
O^  CO 


Ci 


:oo< 


C5  '^ 


OO 


CO 


to 


lO 


to 


^ 


OiO  I 


Oi-H 


CO  CO 


OiCO     (?iQO 


1-1  CO     iC  CO 
to  (T)     CO  i-H 


lO  c^ 


T-(    CO 

■^  r-l 


CO  O^     l>  00     CO  ■<#  O  00 

CO  CO    ■«*  T-i    (^^  th  (7^ 


3  f 
1/5    n 


(>)  CO  00  CO 


lOOi    ooo    oococo(^> 


00  -^ 

CO  CO 


1>  CO 


UO  lO 


OiO 


CO  o 


Oi  CO 

lO  c^ 


O  CO  lO  o 
CO  tH  CO  T— I 


CO  O  OiO 


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CO  rH  (?)|  1-H 


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0<>  1-H 

00  -* 


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CO<>i 


Ci  CO  Tf  Ci 


Oi  I-H  Tf  CO 
CO  (7i  CO  T-i 


C^  to  1>  30 


OJ  O)  CO  -^ 
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ot^i 


to  CO 
00  -^ 


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Tf  l>.  C5  00 


"^  CO  00  to 
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O5  00 
00  CO 


CO  l>  O  CO  1>  rH 
CO  00  -^  to  O  "^ 


CO  to  CO  i>  CO  -^ 
1>  CO  -^  to 


o  o 

CO  rH 


GO  1-H 
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to  ■^  rH  rH 
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CO  CO 
COi-H 


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Ci  T-H 


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Oi  !>  CO  1> 


CO  -^  rH  CO 
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l>.  CO  rH  00  1>  tO 


to  CO 

CO   T^ 


CO  X  cyiJ> 

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C4 


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CO  b- 


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COrH 


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CO        CO 


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O  00 
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coco 


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to  CO 

tO  to 


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o 

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s 

C/J 

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c 

XX 

CO  CO 


c^  o 

CO  00 


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CO  00  CO  CO  Ci  CI 

CO  CO  Ci  CO  1>  -^ 


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CO  i>  O  Oi  GO  CO 
i>.  i>  1>  CO  CO  CD 


4^      4;S 


— !■><        — (bj        T-lr^ 


CO  CO  CO  CO' 

xxxx 

-i-N-:'MCO  CO 

CO  CO 


GO  CO  GO  CO  CO  C^ 

xxxxxx 

_|r,_|-f,^l-f_|^(7)  CO 
CO  CO  CO  c> 


-88 


58- 


•85 


THE     PASSAIC     ROLLING     MILL     COMPANY.     143 


<^  CM 

O  ^  2 
hH         ^ 

<l    2  ft 

^  Ph  J 
O  oTr 
fa       - 

GQ  p  c 

^? 
fa  g 

zn 


is- 


as  (N  lO 

lO  OJ  CO 


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"^■^                   cocococo                   coco 
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58 £; 

144     THE      PASSAIC      ROLLING     MILL     COMPANY. 

SAFE  LOADS  FOR  PASSAIC  STEEL  ANGLES,    equal  legs. 
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158 

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ROLLING     MILL     COMPANY. 

SAFE  LOADS  FOR  PASSAIC   STEEL  CHANNEL          B  =  6r 
COLUMNS,  Squake  Ends,  In  Tons  of  2000  lbs.,                c  =  n" 

For  the  following  unsupported  lengths  of  columns. 

C  i2,ooo  lbs.  for  lengths  of  50  radii  and  under. 

Allowable  strains  per  square  inch :  <                       ?r     1        .u                      j-- 
^       ^                     J  15,000 — 57  -^  for  lengths  over  50  radn. 

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THE     PASSAIC     ROLLING     MILL     COMPANY.     165 


Z  BAR  COLUMN  DIMENSIONS, 


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4  Z  bars,  5"-5i"  deep, 

1  Web  plate  7"  X  thickness  of  Z  bars. 


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166    THE     PASSAIC     ROLLING     MILL     COMPANY. 


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308 

297 

285 

273 

260 

246 

233 

220 

67.4 

210 

14 

2 

356 

345 

333 

320 

305 

291 

276 

261 

247 

75.4 

235 

15 

1 

209 

204 

197 

190 

183 

175 

167 

159 

151 

44.0 

137 

15 

li 

257 

250 

242 

233 

224 

214 

205 

195 

185 

54.0 

168 

15 

14 

303 

295 

285 

275 

264 

253 

241 

229 

218 

63.6 

199 

15 

If 

347 

337 

327 

315 

302 

289 

276 

263 

249 

72.9 

227 

15 

2 

389 

378 

366 

353 

339 

324 

309 

294 

280 

81.7 

255 

16 

li 

277 

270 

262 

254 

245 

235 

225 

216 

206 

57.8 

180 

16 

li 

327 

319 

311 

300 

290 

278 

267 

255 

244 

68.4 

214 

16 

If 

375 

366 

356 

344 

332 

319 

306 

292 

279 

78.4 

245 

16 

2 

421 

411 

400 

387 

373 

358 

343 

328 

313 

88.0 

275 

88^^ 

2i 

465 

454 

441 

427 

412 

396 

379 

363 

346 

97.2 

304^ 

p 81 

THE  PASSAIC  ROLLING  MILL  COMPANY.  171 

SAFE  LOADS,  IN  TONS  OF  2000  LBS.,  FOR 

HOLLOW  SQUARE  CAST  IRON  COLUMNS. 

Square  ends.               Factor  of  safety  of  8. 

a 

v<-,  1— 1 

O  <u 

V   c 

Length  of  column,  in  feet. 

M     °     ^ 
C3  .^  ..-1 

o 

V    - 

V   c 

o 
U 

6 

H  6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

u  t1  . 

0.ji 

*J  o 

3 

64 

57 

51 

45 

40 

36 

32 

15.8 

49 

6 

1 

81 

73 

65 

58 

51 

45 

40 

20.0 

63 

7 

3 

80 

73 

67 

61 

55 

50 

45 

18.8 

59 

7 

1 

102 

94 

86 

78 

70 

63 

57 

24.0 

75 

8 

3 

96 

90 

83 

77 

71 

65 

59 

54 

49 

21.8 

68 

8 

1* 

123 

116 

107 

99 

91 

83 

76 

69 

63 

28.0 

88 

8 

li 

149 

139 

129 

119 

110 

100 

92 

84 

76 

33.8 

106 

9 

3 

112 

106 

100 

93 

87 

80 

74 

69 

63 

24.8 

77 

9 

1* 

144 

137 

129 

121 

112 

104 

96 

89 

82 

32.0 

100 

9 

li 

175 

166 

156 

146  136 

126 

116 

107 

99 

38.8 

121 

9 

U 

203 

193 

182 

170  158 

146 

135 

125 

115 

45.0 

141 

10 

1 

166 

159 

151 

142 

134 

125 

117 

109 

101 

36.0 

113 

10 

li 

201 

193 

183 

173 

163 

152 

142 

132 

123 

43.8 

137 

10 

1* 

235 

225 

214 

202 

189 

177 

166 

154 

143 

51.0 

159 

10 

If 

266 

254 

242 

228  :  215 

201 

188 

175 

162 

57.8 

181 

11 

1 

187 

180 

172 

164  i  156 

147 

138 

130 

122 

40.0 

125 

11 

li 

227 

219 

210 

200 

190 

179 

169 

158 

148 

48.8 

152 

11 

1+ 

266 

256 

246 

234 

222 

209 

197 

185 

174 

57.0 

178 

11 

1| 

302 

291 

279 

266 

252 

238 

224 

210 

197 

64.8 

202 

11 

2 

336 

324 

310 

295  280 

264  249 

234 

219 

72.0 

225 

12 

1 

208 

201 

194 

186  177 

169 

160 

151 

143 

44.0 

138 

12 

li 

254 

246 

237 

227  217 

206 

196 

185 

174 

53.8 

168 

12 

ll 

297 

288 

278 

266  j  254 

242 

229 

217 

205 

63.0 

197 

12 

l| 

338 

328 

316 

303  289 

275 

261 

247 

233 

71.8 

224 

12 

2 

377 

366 

352 

338  323 

307 

291 

275 

260 

80.0 

250 

13 

1 

228 

222 

215 

208  199 

191 

182 

173 

164 

48.0 

150 

13 

li 

279 

272 

263 

254 

244 

233 

223 

212 

201 

58.8 

184 

13 

1* 

328 

319 

309 

298 

286 

274 

261 

249 

236 

69.0 

216 

13 

1| 

375 

365 

353 

341 

327 

313 

298 

284 

270 

78.8 

246 

13 

2 

419 

407 

394 

380  365 

350 

334 

317 

301 

88.0 

275 

14 

1 

249 

243 

236 

229  221 

213 

204 

195 

186 

52.0 

163 

14 

li 

305 

298 

290 

281 

271 

261 

250 

239 

228 

63.8 

199 

14 

1+  359 

351 

341 

330 

319 

307 

294 

281 

268 

75.0 

234 

14 

ll 

411 

401 

390 

378 

365 

351 

336 

322 

307 

85.8 

268 

14 

2 

460 

449  437 

423 

408  393 

376 

360 

344 

96.0 

300 

15 

1 

270 

264  258 

250 

243  235 

226 

217 

208 

56.0 

175 

15 

li 

.331 

324  I  316 

308 

298 

288 

277 

266 

255 

68.8 

215 

15 

1* 

390 

382  373 

362 

351 

339 

327 

314 

301 

81.0 

253 

15 

If 

446 

437  427 

415 

402 

388 

374 

359 

345 

92.8 

289 

15 

2 

501 

490  479 

465 

451 

436 

420 

403 

386 

104.0 

325 

16 

li 

357 

350  343 

334 

325 

315 

305  1  294 

286 

73.8 

231 

16 

U 

421 

413  404 

394 

383  372 

359 

347 

334 

87.0 

272 

16 

ll 

482 

474  463 

452 

440  426 

412 

397 

383 

99.8 

312 

16 

2 

541 

532  520 

507 

493  478 

463 

446 

429 

112.0 

350 

y' 

2i  !  598 

588  1  575 

561  '  545  529  511 

493  ;  475  123.8 

J£« 

^ S5 

172    THE     PASSAIC     ROLLING     MILL     COMPANY. 

ULTIMATE   STRENGTH 

OF 

HOLLOW  CYLINDRICAL  AND  RECTANGULAR 

CAST  IRON  COLUMNS. 

Ultimate  Strength  in  Pounds  per  Square  Inch  : 

CYLINDRICAL  COLUMNS.         RECTANGULAR   COLUMNS. 

Square 
Bearing: 

Pin  and 
Square  : 

Pin 
Bearing  : 

Square 
Bearing: 

Pin  and 
Square : 

Pin 
Bearing : 

80000 

80000 

80000 

80000 

BOOOO 

80000 

j(12i:)2 
800^2 

3(12Z)2 
1600  ^2 

400  ^2 

3(12Z)2 

9(12Z)2 
"^6400  a' 2 

3(12^)2 
1600^2 

""^3200^2 

Z=  Length  of  Column,  in  feet. 

d^=  External  diameter  or  least  side  of  rectangle,  in  inches. 

CYLINDRICAL  COLUMNS. 

RECTANGULAR  COLUMNS. 

L 

d 

Ultimate  Strengthinlbs.  persq.in. 

Ultimate  Strength  in  lbs.  per  sq.  in. 

Square 
Bearing. 

Pin  and 
Square. 

Pin 
Bearing. 

Square 
Bearing. 

Pin  and 
Square. 

Pin 
Bearing. 

0.5 

76560 

74940 

73390 

77380 

76150 

74940 

0.6 

75130 

72910 

70820 

76290 

74560 

72910 

0.7 

73520 

70650 

68000 

75030 

72780 

70650 

0.8 

71740 

68210 

65020 

73640 

70820 

68210 

0.9 

69820 

65640 

61940 

72110 

68730 

65640 

1.0 

67800 

62990 

58820 

70480 

66520 

62990 

1.1 

65690 

60300 

55730 

68790 

64260 

60300 

1.2 

63530 

57600 

52690 

67000 

61940 

57600 

1.3 

61340 

54930 

49740 

65140 

59600 

54960 

1.4 

59140 

52310 

46900 

63260 

57270 

52320 

1.5 

56940 

49770 

44200 

61350 

54960 

49760 

1.6 

54760 

47300 

41630 

59450 

52680 

47300 

1.7 

52620 

44940 

39210 

57550 

50460 

44960 

1.8 

50530 

42670 

36930 

55670 

48300 

42670 

1.9 

48490 

40510 

34790 

53800 

46230 

40510 

2.0 

46510 

38460 

32790 

51940 

44200 

38460 

2.1 

44600 

36520 

30920 

50160 

42260 

36520 

2.2 

42750 

34680 

29180 

48400 

40400 

34680 

2.3 

40980 

32940 

27540 

46670 

38630 

32950 

2.4 

39280 

31310 

26030 

44990 

36930 

31310 

2.5 

37650 

29770 

24620 

43390 

35310 

29760 

2.6 

36090 

28320 

23300 

41820 

33770 

28320 

2.7 

34600 

26950 

22070 

40320 

32310 

26950 

2.8 

33180 

25670 

20930 

38870 

30920 

25670 

2.9 

31820 

24460 

19860 

37470 

29600 

24460 

For  s 

,af< 

;  quiescei 

It  l02 

ids,  as  1 

n  bui 

dings 

divide 

the. 

ibove  val 

ue 

sby  8. 

S8' 


8S 


THE     PASSAIC    ROLLING    MILL    COMPANY.       173 


■i8 


BEARINGS  AND  FOUNDATIONS. 

If  steel  beams  are  supported  on  walls  they  should  have  a  bear- 
ing on  the  wall,  at  each  end,  not  less  than  the  following: 

6''  Beams  and  under 6"  bearing 

r'  and  8"  Beams 8''        "     ^' 

9",  10"  and  12  '  Beams 10" 

15"  and  20"  Beams 12" 

^teel  bearing  plates  should  be  used  under  the  ends  of  steel 
beams  where  they  rest  upon  a  brick  wall  to  distribute  the  pres- 
sure and  prevent  crushing  the  material  of  the  wall.  The  bearing 
plate  should  be  as  long  as  the  bearing  of  the  beam  on  the  wall, 
and  of  sufficient  width  so  that  the  pressure,  per  square  inch,  on 
first-class  brickwork  of  hard  burned  bricks  shall  not  exceed, 

On  brickwork  laid  in  cement  mortar 200  lbs. 

"           "     "  cement  and  hme  mortar  .  .150     " 
"  "  "     "  Hme  mortar 100     " 

For  good  brickwork  laid  in  cement  mortar,  the  following  sizes 
of  bearmg  plates  will  suffice  for  the  ordinary  spans  on  which  the 
beams  are  used  :  — 


Size  of  Beam. 


20" 
15" 
12" 

10"  and  9" 
8"  and  7" 
6" 


Standard  Bearing 
Plates. 


Length.   Width. 


12" 
12" 

10" 

10" 
8" 
6" 


16" 
12" 
10" 


Thick- 
ness. 


S." 

4 

5." 

8 

5." 
« 

2 

JL'/ 

2 

JL" 
2 


Safe  End  Reaction, 
in  Tons. 


ICO  lbs. 

per 
Sq.  In. 


9.6 
7.2 
5.0 
4.0 
3.2 
2.4 


150  lbs. 

per 
Sq.  In. 


14.4 

10.8 
7.5 
6.0 
4.8 
3.6 


200  lbs. 

per 
Sq.  In. 


19.2 
14.4 

10.0 

8.0 
6.4 
4.8 


Weight 
of  one 
Plate, 
Lbs. 


40.8 

25.5 

17.7 

11.3 

9.1 

6.8 


A  template  of  bluestone,  or  other  hard  quality  of  stone,  is  fre- 
quently used,  instead  of  a  steel  bearing  plate,  at  the  wall  ends  of 
steel  beams.  Where  the  pressure  is  great,  as  at  the  ends  of  gird- 
ers, both  steel  bearing  plates  and  stone  templates  should  be 
used,  the  size  of  the  bearing  plate  being  sufficient  to  limit  the 
pressure  between  it  and  the  bluestone  template  to  300  lbs.  per 
square  inch.  The  size  of  the  stone  template  must  be  sufficient  to 
limit  its  pressure  on  the  brickwork  to  the  proper  pressure  as 
given  above.  The  stone  template  should  not  project  beyond  the 
bearing  plate,  in  any  direction,  more  than  %  of  the  thickness  of 
the  stone. 


«- 


-88 


^ i! 

174    THE     PASSAIC     ROLLING     MILL     COMPANY. 


FOUNDATIONS. 

The  proper  design  of  foundations  is  of  the  utmost  importance. 
The  maximum  load  carried  by  the  foundation  must  first  be  ob- 
tained. The  loads  to  be  considered  in  buildings  are  of  two 
kinds :  the  dead  load,  which  is  the  actual  weight  of  the  materials 
of  construction  ;  and  the  live  load,  which  is  the  weight  that  the 
floors  may  be  required  to  support.  The  Hve  load  is  variable. 
In  office  buildings,  parts  of  the  floors  may  be  loaded  to  their  full 
capacity,  but  the  probability  of  the  entire  structure  being  so 
loaded  is  remote ;  while  in  breweries,  storage  warehouses  and 
buildings  for  similar  purposes,  all  the  floors  may  be  fully  loaded. 
The  maximum  of  both  dead  and  live  loads  must  be  considered, 
and  the  area  of  the  footing  of  the  foundation  must  be  such  that 
the  greatest  pressure  on  different  soils  does  not  exceed  the  fol- 
lowing: V 

Kind  of  material.  .  Safe  pressure 

in  tons  per  sq.  ft. 

Compact  bed  rock,  if  of  granite 30 

"  "       "      "  "limestone 25 

"  "       "      "  "sandstone 18 

Soft  friable  rock 5  to  10 

Clay,  in  thick  beds,  absolutely  dry 4 

"      "         "      moderately  dry 2 

Soft  clay 1 

Dry  coarse  gravel,  well  packed  and  confined 6 

Compact  dry  sand,  well  cemented  and  confined.  .4 

Clean  dry  sand,  in  natural  beds  and  confined 2 

Good  solid  dry  natural  earth 4 

Except  where  foundations  are  upon  rock,  the  possibility  of  the 
bearing  material  being  loosened,  by  water  or  by  adjacent  build- 
ing operations,  must  be  considered  and  proper  precautions  must 
be  taken  to  prevent  it. 

Foundations  upon  yielding  material  will  always  settle  more  or 
less.  In  order  that  this  settlement  shall  be  uniform,  it  is  essen- 
tial that  the  various  foundations  in  a  structure  shall  produce 
equal  pressures  per  unit  of  area  on  their  footings  ;  that  is,  the 
areas  of  the  foundations  must  be  proportional  to  the  loads  car- 
ried. In  office  buildings,  where  the  actual  live  load  is  variable 
and  rarely  approaches  the  load  assumed,  the  best  results  in  the 
way  of  equal  settlement  of  the  foundations  are  obtained  by  pro- 
portioning the  areas  of  the  footings  so  that  the  dead  loads  pro- 
duce equal  pressures.  Thus,  if  in  such  abuildingthe  maximum 
foundation  supports  a  dead  load  of  200  tons  and  a  live  load  of 
200  tons,  and  another  foundation  a  dead  load  of  150  tons  and  a 
live  load  of  100  tons,  the  total  load  on  the  first  foundation  is  400 
tons  and,  assuming  the  soil  to  carry  a  load  of  4  tons  per  sq.  ft., 
the  area  required  is  100  sq.  ft.  This  corresponds  with  a  pressure 
of  2  tons  per  sq.  ft.  for  the  dead  load  alone.  Using  this  same 
pressure  for  dead  load  requires  an  area  of  75  sq.  ft.  for  the  second 
foundation,  instead  of  an  area  of  62.5  sq.  ft.  which  would  have 
been  obtained  had  the  foundation  been  proportioned  for  the  total 
live  and  dead  load  at  4  tons  per  sq.  ft. 

The  foundation  illustrated  in  Fig.  i  is  frequently  used  when 
the  soil  is  good  dry  natural  earth  capable  of  safely  supporting 

S? 88 


58" 


'88 


THE     PASSAIC     ROLLING     MILL     COMPANY.     175 


Fig.  1, 


ZDK 


GRANITE 


from  3  to  4  tons  per  square 
foot.  Such  a  foundation  must 
be  designed  to  distribute  the 
concentrated  load  which  it 
supports  over  the  proper  area 
of  footing  required.  The  cap- 
stone should  be  of  granite  or 
limestone  having  a  minimum 
thickness  of  one  foot,  and  not 
less  than  one-fifth  its  greatest 
dimension.  The  body  of  the 
pier  should  be  of  first  quality 
brick  laid  in  Portland  cement 
mortar,  and  the  footing  of  a 
layer  of  concrete  not  less  than 
i8"  thick.  When  the  load  is 
great,  a  heavy  cast  iron  ped- 
estal should  be  used  to  dis- 
tribute the  load  over  the  cap- 
stone. The  height  of  this 
pedestal  should  be  one-half  the  greatest  dimension  of  its  base. 
The  requisite  spread  of  footing  is  obtained  by  offsets  in  the  suc- 
cessive courses,  and  the  proper  design  of  the  foundation  is  based 
upon  the  following  values :  — 

Maximum  pres 
sure,  lbs.  per 
sq.  in. 

Granite .350 f 

Limestone 300 | 

Sandstone 250 ^ 

Brickwork  in  Portland  cement  .200 | 

Concrete 200 i 


CONCRETE 


Maximum  offset  of 

course  in  terms 

of  thickness. 


To  illustrate  the  application  of  these  principles  they  will  be 
applied  to  the  design  of  a  foundation  for  a  load  of  400  tons  on  a 
soil  capable  of  supporting  a  load  of  4  tons  per  square  foot.  The 
size  of  the  cast  iron  base  will  be  determined  by  hmiting  its  pres- 
sure on  the  granite  cap  to  350  lbs.  per  square  inch  ;  then, 
400  tons  =  800,000  lbs.  -i-  350  =  2286  sq.  ins.  required. 

A  base,  48"  square,  having  an  area  of  2304  sq.  ins.,  will  be  re- 
quired. 

The  size  of  the  granite  cap  will  be  determined  by  limiting  its 
pressure  on  the  brickwork  to  200  lbs.  per  sq.  in.;  then, 
800,000  lbs.  ^  200  =  4,000  sq.  ins.  required. 

A  capstone,  5'  4"  square,  has  an  area  of  4096  sq.  ins.,  and  is  the 
size  required.  Its  thickness  will  beis",  or  about  one-fourth  its  base. 
The  area  of  the  footing  required  is, 

400  tons  —  4  =  100  sq.  ft.  required. 

The  footing  will  be  of  concrete,  10  ft.  square,  and  18"  thick.  The 
projection  of  this  footing  will  be  one-half  its  thickness,  or  9",  all 
around  ;  so  that  the  brickwork  must  be  8'  6"  square  where  it 
rests  upon  the  concrete.  The  projection  of  a  single  course  of 
brickwork  is  limited  to  i".  Each  course  of  brick  thus  adds  2"  to 
the  spread  of  the  foundation,  and  to  obtain  the  necessary  spread 


-fi 


58- 


176   THE     PASSAIC     ROLLING     MILL     COMPANY. 


in  the  brickwork,  from  the  under  side  of  the  capstone  to  the  top 
of  the  concrete,  requires  19  courses  of  brick.  This  foundation  is 
illustrated  in  Fig.  i. 

PILE   FOUNDATIONS. 

Properly  driven  timber  piles  make  a  satisfactory  and  perma- 
nent foundation  if  they  are  kept  submerged  under  water.  Piles 
are  usually  driven  from  2  to  3  feet  between  centers,  the  tops  cut 
off  level  and  capped  with  a  timber  grillage,  care  being  observed 
to  have  all  wood  kept  below  low-water  line.  The  maximum  load 
on  a  single  pile  should  be  limited  to  20  tons.  Where  piles  are 
driven  to  bed  rock,  and  the  surrounding  soil  is  stiff  enough  to 
supply  sufficient  lateral  support,  the  bearing  power  of  the  pile  is 
equal  to  the  safe  direct  compression  on  its  least  cross  section  ;  if 
the  surrounding  soil  is  plastic,  the  bearing  power  of  the  pile  is 
its  safe  load  computed  as  a  column  of  the  total  length  of  the  pile. 
Where  piles  are  driven  into  yielding  soil  without  reaching  rock, 
the  safe  load  on  the  pile  should  not  exceed  the  value  given  by 
the  formula,  2WH 

where  L  is  the  safe  load  in  tons  on  the  pile;  W  is  the  weight  of 
the  hammer  in  tons  ;  H  is  the  fall  of  the  hammer  in  feet ;  and  p 
is  the  penetration  of  the  pile,  under  the  last  blow  of  the  hammer, 
in  inches.  The  broom  and  splinters  should  be  removed  from  the 
head  of  the  pile  in  obtaining  the  penetration  under  the  last  blow. 


STEEL  BEAM  GRILLAGE. 


Fig. 


nrnn 


ni 


Where  foundations  rest  up- 
on a  yielding  stratum,  a  gril- 
lage consisting  of  two  or  more 
layers  of  steel  I  beam  s  furnishes 
an  economical  and  satisfactory 
method  of  distributing  the 
load.  Fig.  2  illustrates  such  a 
foundation.  Abed  of  concrete, 
not  less  than  12  inches  thick,  is 
laid, on  which  the  steel  I  beams 
are  placed  side  by  side,  a  suf- 
ficient number  of  proper  size 
being  used  to  distribute  the 
load  over  the  desired  area. 
This  layer  of  beams  is  covered 
with  concrete  well  rammed  be- 
tween the  beams.  The  second 
layer  of  beams  on  which  the 
foot  of  the  column  is  to  rest  is 
laid  across  the  first  layer, reach- 
ing to  the  extreme  outer  edge 
of  the  first  layer,  and  is  also 
filled  between  and  covered 
with  concrete.  The  beams  of 
each  layer  should  be  connected 
with  separators  and  tie  rods. 
The  beams  should  have  a  clear 


SS- 


-« 


■« 


THE     PASSAIC     ROLLING     MILL     COMPANY.    177 


space  of  at  least  3  inches  between  flanges  to  permit  ramming 
the  concrete,  and  should  not  be  spaced  exceeding  18  inches 
on  centers. 

When  the  load  is  great,  the  number  of  beams  required  in  the  sec- 
ond layer  may  necessitate  a  greater  spread  than  can  be  spanned 
by  the  shoe  or  the  foot  of  the  column,  in  which  case  a  third  layer 
of  short  beams  or  a  box  girder  may  be  used  to  advantage. 

This  type  of  foundation  is  adapted  for  heavy  loads,  as  the  req- 
uisite spread  of  foundation  area  is  obtained  in  small  depth.  A 
useful  application  of  the  method  is  in  situations  where  a  thin  and 
compact  stratum  overlies  another  of  a  more  yielding  nature,  and 
where  the  available  height  of  foundation  is  limited  ;  as  the  requis- 
ite area  of  the  footing  may  be  obtained  without  penetrating  the 
firmer  stratum,  and  without  undue  vertical  encroachment. 

The  method  of  calculating  the  strength  of  grillage  beams  is  as 
follows :  — 

Let  W  =  Superimposed  load  on  beam.  ^_.B— 1, 

B  =  Length  over  which  superim 

posed  load  is  applied. 


L  =  Length  of  beam.  ■ — L 

The  superimposed  load  is  considered  as  uniformly  distributed 
over  the  length  on  which  it  is  applied,  and  the  pressure  of  the 
soil  as  uniformly  distributed  over  the  entire  length  of  the  beam. 
The  maximum  bending  moment  is  at  the  center  of  the  length  of 
the  beam  and  is  equal  to  Vs  W(L-B).  If  the  load  is  taken  in 
pounds,  the  bending  moment  will  be  found  either  in  foot  lbs.  or 
in  inch  lbs.,  according  as  the  lengths  are  taken  in  feet  or  in 
inches  ;  and  the  size  of  the  steel  beam  required  can  be  found  in 
the  manner  explained  under  the  Strength  of  Beams. 

To  facihtate  calculation,  the  following  table  gives  the  greatest 
safe  loads  on  Passaic  steel  I  beams  used  in  grillages  for  various 
values  of  (L-B).  In  using  this  table,  it  is  only  necessary  to  assume 
the  number  of  beams  to  be  used  in  the  layer.  The  superimposed 
load  on  each  beam  equals  the  total  load  on  the  layer  divided  by 
the  number  of  beams  in  the  layer,  and  by  reference  to  the  table, 
the  proper  beam  capable  of  supporting  this  load  is  at  once  deter- 
mined. 

To  illustrate  the  application  of  the  table,  take  a  foundation 
carrying  a  load  of  400  tons  on  a  soil  capable  of  supporting  a  load 
of  2  tons  per  square  foot.  The  required  area  of  the  footing  will 
be  200  sq.  ft.  If  a  square  footing  is  used,  a  square  with  14-ft. 
sides  has  an  area  of  196  sq.  ft.  and  will  be  assumed  as  ample. 
The  upper  layer  of  beams  will  be  proportioned  first. 

The  base  of  the  column  will  be  assumed  as  4  ft.  square  ;  then, 
in  this  case,  B  is  4  ft.,  L  is  14  ft.,  and  (L-B)  is  10  ft.  The  upper 
layer  will  be  assumed  to  consist  of  5  beams,  as  this  number  is  the 
greatest  that  will  provide  sufficient  space  between  the  flanges  of 
the  beams  to  permit  satisfactory  ramming  of  the  concrete  filling. 
Each  beam  will  then  take  i  the  total  load,  or  80  tons.  By  refer- 
ring to  the  table,  a  20"  X  90  lb.  I  has  a  safe  load  of  80.3  tons 
when  L-B  is  10  ft.  The  upper  layer  will,  therefore,  consist  of 
five  20"  X  90  lb.  I  beams. 

In  the  under  layer,  in  this  instance,  L  and  B  have  the  same 
values  as  in  the  upper  layer.     If  the  beams  are  spaced  about  12" 

S8 88 


e8- 


■88 


178    THE     PASSAIC     ROLLING     MILL     COMPANY. 


on  centers,  there  will  be  15  beams  in  the  layer,  each  carrying  ^^ 
the  total  load,  or  26%  tons.  By  referring  to  the  table,  the  light- 
est beam,  whose  safe  load  is  nearest  to  this,  is  a  15"  X  42  lb.  I 
which  has  a  safe  load  of  30.6  tons.  A  less  number  of  beams  can 
therefore  be  used.  Thirteen  beams,  15"  X  42  lbs.,  will  provide 
for  the  total  load  within  a  small  amount,  which  considering  the 
nature  of  the  load,  can  be  neglected.  This  foundation  is  illus- 
trated in  Fig.  2. 

Where  two  columns,  carrying  unequal  loads,  rest  upon  the 
same  grillage,  care  should  be  taken  to  have  the  center  of  gravity 
of  the  grillage  coincide  with  the  point  of  application  of  the  re- 
sultant of  the  loads  on  the  columns,  in  order  to  secure  uniform 
pressure  on  the  footing. 

Frequently  three  columns  are  supported  on  the  same  grillage, 
the  beams  being  continuous.  The  calculation  of  such  a  founda- 
tion is  involved,  and  the  distribution  of  pressure  uncertain.  It 
is  advisable  to  design  such  a  foundation  with  a  system  of  simple 
beams,  giving  a  distribution  of  weight  readily  determined  by  the 
application  of  the  simple  law  of  the  lever. 


CANTILEVER   FOUNDATIONS. 

Where  it  is  not  advisable  to  undermine  existing  walls  on  ad- 
joining property,  or  where  it  is  not  possible  to  have  the  wall 
columns  over  the  center  of  the  foundations  along  an  existing 
wall,  cantilever  girders  are  used  to  carry  the  wall  columns  adja- 
cent to  the  building  line.  A  simple  type  of  such  a  foundation  is 
illustrated  in  Fig.  3. 

m 
FIG.3. 


The  foundation  is  placed  as  near  the  existing  wall  as  possible, 
and  the  wall  column  rests  upon  a  girder  which  overhangs  the 
foundation  and  is  anchored  to  one  of  the  interior  columns.  The 
maximum  bending  moment  is  obtained  by  multiplying  the  load 
on  the  wall  column  by  the  distance  between  the  center  of  the 
column  and  the  center  of  the  supporting  foundation.  The  size 
of  cantilever  beams  can  then  be  determined  in  the  manner  already 
given  in  the  article  on  Strength  and  Deflection  of  Beams.  Care 
must  be  observed  to  have  the  minimum  load  on  the  interior  col- 
umn greater  than  the  maximum  lifting  tendency  produced  by  the 
cantilever. 


88. 


■^ 


f 

88 

THE     PASSAIC     ROLLING     MILL     COMPANY.    179 

PASSAIC   STEEL   I  BEAMS, 

USED 

AS  GRILLAGE  BEAMS  IN  FOUNDATIONS. 

i»-B— >» 

'iTTT^Fff                         L  ~  Length  of  Beam  in  Feet. 

imposed  Load  is  distributed. 

. 

-L ^ 

Total  Safe  Load  on  a  single  Beam,  in  Tons  of  2000  Lbs.,  for  the             | 

following  values  of  L"B. 

Beam. 

Unloaded  Length  of  Beam,  L"B,  i"^  f*^^- 

:Wgt., 

Dep.    ■■ 
Ins. 

lbs. 
per 
Ft. 

5 

6 

7 
115 

8 

9 

10 

11 

12 

13 

14 

57.4 

15 

20 

90 

100 

89.2 

80.3 

73.0 

66.9 

61.8 

53.6 

// 

80 

102 

89.6:79.871.765.259.8 

55.2 

51.2 

47.8 

// 

75 

95.0 

83.2 

73.8  66.5  60.5  55.4 

51.2 

47.5 

44.3 

// 

65 

87.5 

76.8 

68.1 

61.3  55.7  51.1 

47.1 

43.8 

40.9 

15 

75 

73.2 

64.0 

57.0 

51.2146.642.7 

39.4 

36.6 

34.2 

// 

661 

68.6 

60. 253.4148. 1143. 7 

40.1 

37.0 

34.3 

32.1 

// 

60 

64.8 

56.6 

50.4 

45.4 

41.2 

37.8 

34.9 

32.4 

30.2 

// 

50 

53.8 

47.0 

41.8 

37.7 

34.2 

31.4 

29.0 

26.9 

25.1 

// 

42 

43.7 

38.2 

34.0 

30.6 

27.7 

25.5 

23.5 

21.9120.4 

12 

55 

53.0 

45.6 

39.8 

35.431.8:28.8 

26.5 

24.5 

22.8  21.2 

// 

40 

41.6 

35.8 

31.3 

27.8 

25.022.7 

20.8 

19.2 

17.9 

16.7 

// 

3li 

32.6 

28.0 

24.5 

21.8 

19.6 

17.8 

16.3 

15.1 

14.0 

13.1 

10 

40 

38.0 

31.8 

27.2 

23.8 

21.2 

19.0 

17.3 

15.9 

14.7 

13.6 

12.7 

// 

33 

34.4 

28.6 

24.6 

21.5 

19.1 

17.215.6 

14.3 

13.2 

12.3 

11.5 

// 

30 

28.8 

24.0 

20.6 

18.016.0 

14.4'13.1 

12.0 

11.1 

10.3 

9.6 

1/ 
9 

25 

26.2 

21.8 

18.7 

16.314.5|13.l|11.9:i0.9 

10.1 

9.3 

8.7 

27 

26.2 

21.8 

18.7 

16.414.613.111.910.9 

10.1 

9.4 

8.7 

// 

23:^ 

21.2 

17.6 

15.1 

13.2:11.710.6   9.6   8.8 

8.1 

7.5 

7.0 

// 

21 

20.0 

16.7 

14.3 

12.511.110.0 

9.1 

8.3 

7.7 

7.1 

6.7 

8 

27 

20.7 

17.2 

14.812.911.5^10.3 

9.4 

8.6 

7.9 

// 

22 

18.6 

15.5 

13.3ill.610.3|  9.3!  8.4 

7.7 

7.1 

// 

18 

15.1 

12.6 

10.8 

9.4 
5 

8.4 

7.6 

6.9 

6.3 

5.8 

2 

3 

4 

6 

7 

8 

9 

10 

11 

12 

7 

20 

18.1 

14.512.1 

10.4 

9.1 

8.1 

7.3 

6.6 

6.1 

// 

15 

14.111.3 

9.4 

8.1 

7.1 

6.3 

5.7 

5.1 

4.7 

6 

15 

15.7 

11.8   9.4 

7.8 

6.7 

5.9 

5.2 

4.7 

// 

12 

12.9 

9.7   7.8 

6.5 

5.5 

4.8 

4.3 

3.9 

5 

13 

11.2 

8.4;  6.7 

5.6 

4.8:  4.2 

// 

9| 

8.6 

6.6   5.3j  4.4 

3.8 

3.3 

4 

10 

9.2 

6.1 

4.61  3.7I  3.1   2.6 

// 

7^ 

7.8 

5.2 

3.9   3.1|  2.6   2.2i 

// 

6 

6.1i  4.1 

3.1!  2.5   2.0   1.8!        1 

1 

^ 

Maximum  fiber  strain,  16,000  lbs.  per  square  inch.                           1 

88- ^ 85 

180    THE     PASSAIC     ROLLING     MILL     COMPANY. 


WIND  BEACINO. 

Adequate  provision  must  be  made  in  all  buildings  to  resist 
horizontal  wind  pressure.  In  mercantile  and  office  buildings 
the  walls  and  partitions  provide  a  certain  amount  of  resist- 
ance, though  in  the  skeleton  construction,  now  extensively 
used  for  tall  buildings,  the  thin  curtain  walls  and  the  ex- 
tremely light  tile  partitions  provide  a  very  uncertain  means  of 
resistance. 

A  building,  whose  height  does  not  exceed  twice  its  base, 
and  which  has  a  well-constructed  steel  frame,  scarcely  needs  a 
special  system  of  wind  bracing  to  make  it  secure,  if  the  ex- 
terior walls  are  well  built  and  of  sufficient  thickness,  or  if  it  is 
provided  with  substantial  interior  brick  partitions.  The  col- 
umns should  be  of  steel  of  any  of  the  usual  types,  and  be  in 
lengths  of  two  or  more  stories  and  thoroughly  spliced  at  the 
joints  with  plates  and  rivets  sufficient  to  make  the  section 
nearly  continuous  as  far  as  the  transverse  bendingis  concerned. 
The  column  sphces  should  be  arranged  so  that  not  more 
than  one-half  the  total  number  of  columns  splice  at  any  one 
floor  level.  All  connections  between  columns,  girders  and 
beams  should  be  riveted. 

Buildings,  whose  height  exceeds  twice  their  base,  should 
have  wind-bracing,  of  some  form,  calculated  to  resist  a  hori- 
zontal wind  pressure  of  30  lbs.  per  sq.  ft.  on  their  greatest 
exposed  surface.  It  is  seldom  possible  to  use  diagonal  rods 
between  the  columns,  and  either  of  the  two  following  forms 
of  bracing  are  generally  used  in  buildings.  The  columns  in 
massive  buildings  may  be  considered  as  fixed  at  the  ends,  but 
in  sheds  and  low  mill  and  shop  buildings  the  columns  are  not 
fixed  at  the  ends  unjess  special  provision  is  made  to  anchor 
them  very  securely  to  foundations  of  much  larger  size  than  is 
generally  provided.  The  total  strains,  due  to  the  combination 
of  the  maximum  effects  of  live,  dead  and  wind  loads,  should 
not  exceed  the  following,  in  lbs.  per  sq.  in., 

Massive  Buildings.  Shed  Buildings. 

Tension 20,000  18,000 

Compression.  .  .  .20,000  —  75  18,000  —  75    ^ 

r  r 

The  wind  increases  the  compression  on  the  leeward  columns 
and  also  produces  a  bending  in  the  columns,  both  of  which 
effiscts  must  be  considered. 

98 JS 


88- 


■85 


THE    PASSAIC     ROLLING    MILL    COMPANY.       181 


H 


« I 


-A-i 


H  =  total  horizontal  force 
acting  at  top  of  frame. 

Posts  considered  as  fixed 
at  both  ends. 

All  members  constructed 
to  resist  tension  or  com- 
pression. 


iH^ 


\' 


iH^ 


d 

-i' 


'tZ 


(1  ^    \  JK 

—  +   — %  ]~r 

'•       "  "  "  posts,.  .  .=  H  (d  +  -j)  j- 

"       "  "  "  girder,  .  .  =  H  (l  +  ^j 

a 
Bending  moment  on  posts, =  H  — 

"  "girder, =  h(|-4)(^+|) 


H_^M 


H  =  total  horizontal 
force  acting  at  top 
of  frame. 

Posts  considered  as 
fixed  at  both  ends. 

All  members  con- 
structed to  resist 
tension  or  com- 
pression. 


Si.' 


ir\-\<r 


0/                    P 
k- -I  ^ 


-H^-.-jJ^ 


—i 


\a 


((      (( 


Tension  or  compression  in  MN, =  H    (  l  H ,] 

"         "OP' =h(t  +  ^/) 

"   diagonals,    =  H   (-  + -j^ 
"  posts, =  H  (^  +  y)y 


Bending  moment  on  posts, =  H  — 

Note. — If  the  posts  are  not  fixed  at  the  ends,  substitute  2a 
for  a  in  the  above  formulae. 


88- 


-88 


T 

182 

— J 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

STRENGTH  OF  WOODEN  BEAMS. 

The  following  table  gives  the  safe  uniformly  distributed 
loads,  in  lbs.,  on  rectangular  wooden  beams  one  inch  thick, 
for  a  maximum  allowable  fiber  strain  of  i,ooo  lbs.  per  sq.  in. 

For  the  different  kinds  of  wood,  ordinarily  used  in  construc- 
tion, the  values  given  in  the  table  are  to  be  multiplied  by  the 
following  factors : 

Spruce  or  White  Pine,        0.75  )  For                1-00  )For 
White  Oak,                                 1 .  00  V  ordinary           1 .  25  >  P^^'^^y 
Southern  Yellow  Pine,        1.25  >  purposes.        1.50  )£ads. 

Span, 

in 
feet. 

DEPTH    IN    INCHES. 

6 

7 

8 

9 

10 

11 

12 

13 

3980 
3220 

2840 
2490 

2210 

1990 
1810 

1660 

1530 

1430 

1330 

1250 

1170 

14 

4380 
3650 
3130 

2740 

2430 

2190 
1990 

1820 

1690 

1570 

1460 

1.370 

1290 

1220 
1150 

15 

5000 
4170 
3570 
3130 

2780 

2500 
2270 

2080 

1930 

1790 

1670 

1570 

1470 

1390 
1320 

16 

5 
6 

7 
8 

9 

800 
670 
570 
500 

1090 
910 

780 
680 

610 

1420 
1190 
1020 

890 

790 

1800 
1500 
1290 
1130 

1000 

2220 
1850 
1590 
1390 

1230 

2690 
2240 
1920 
1680 

1490 

3200 
2670 
2290 
2000 

1780 

1600 
1450 

1330 

1230 

1150 

5690 
4740 
4060 
3560 

3160 

2840 
2590 

2370 

2200 

2040 

440 

10 
11 

12 

13 

14 

400 
360 

330 

310 

290 

.540 
495 

450 

420 

390 

710 
650 

900 

820 

750 

1110 
1010 

930 

860 

1340 
1220 

1120 

1030 

960 

590 
550 
510 

690 
640 

800 

15 
16 

17 

18 
19 

270 

250 

240 

220 
210 

360 

340 

320 

300 
290 

480 

450 

420 

400 
380 

600 

560 

530 

500 
480 

740 

700 

650 

620 
590 

900 

1070 
1000 

1900 

1780 

1680 

1590 
1500 

840 

790 

750 
710 

940 

890 
840 

800 

760 

730 

700 
670 

640 
620 
590 
570 
550 
530 

1110 
1050 

20 

21 

22 
23 

24 

200 

190 

180 
175 

167 

272 

260 

248 
237 

228 

360 

340 

325 
310 

297 

450 
430 

410 

390 
380 

360 
350 
330 
315 
307 
297 

560 
530 

510 

480 
460 

670 

640 

610 
590 
560 

990 
950 

910 

870 
830 

800 
770 
740 
710 
690 
660 

1090 

1040 

1000 
950 
910 

880 
840 
810 
780 
750 
730 

1250 

1420 
1360 

1190 

1140 

1090 
1040 

1000 
960 
930 
890 
860 
830 

1300 
1240 
1190 

1140 
1100 
1060 
1020 
980 
950 

25 
26 
27 
28 
29 
30 

160 
154 
149 
143 
138 
134 

218 

210 
202 
195 

188 
182 

285 
275 
265 
255 
246 
237 

450 
430 
410 
400 
380 
.370 

540 
520 
500 
480 
465 
450 

Loads 

To  obt 

thicl 

To  obt 

given  b 
ain  the 
cness  0 
ain  the 

elow  th 
safe  lo 
f  the  be 
require 

e  zig-z 
ad  for  a 
am. 
:d  thick 

igline 
ny  thic 

ness  fo 

produce 
kness, 

r  any  Ic 

:deflec 
multipl 

)ad,  di^ 

tionslia 
y  the  V 

fide  by 

bletocr 
alues  gi\ 

safe  loa 

ack  pi  as 
^en  for  c 

d  given 

tered  c 
ne  inch 

for  one 

filings, 
by  the 

inch. 

2S 


^ 


6 a 

THE     PASSAIC     ROLLING     MILL     COMPANY.     183 

WHITE   PINE  PURLINS. 

Maximum  Spans  in  feet,  for  the  following  total  uniformly 

distributed  loads. 

Total 
Load. 

Size  of 
Joists, 
inches. 

Distance  from  center  to  center  of  joists,  feet. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

3X8    16.2 

12.9 

11.3|l0.3 

9.2 

8.5 

7.8 

7.3 

6.9 

6.6 

4X8 

14.1 

12.4ill.2 

10.6 

9.8 

9.0 

8.5 

8.0 

7.6 

"o 
o 

6X8 

16.2 

14.2 

12.9 

11.9 

11.2 

10.7 

10.4 

9.8 

9.3 

3X10  20.3 

16.1 

14.1 

12.5 

11.1 

10.2 

9.4 

8.8 

8.3 

7.9 

<M 

4X10  22.3 

17.7 

15.5 

14.0 

12.9 

11.8|10.9il0.2 

9.6 

9.1 

6X10 

20.3 

17.8 

16.1 

15.0 

14.0113.412.5 

11.8 

11.2 

o 

8X10 

19.5 

17.7 

16.4 

15.4 

14.8 

14.1 

13.5 

12.9 

3X  12  24.4 

19.4 

16.9 

15.0 

13.4 

12.3 

11.3 

10.6 

10.0 

9.5 

3 

4X1226.8 

21.2 

18.6 

16.8 

15.5 

14.2 

13.1 

12.3 

11.6 

11.0 

6X12 

24.4 

21.3 

19.3 

18.0 

16.9 

16.0 

15.0 

14.2 

13.4 

l-c 

8X12 

26.8 

23.4 

21.2 

19.7 

18.5 

17.7|16.9 

16.2 

15.5 

a, 

10x12 

25.2 

22.8 

21.2 

20.0 

19.018.2 

17.4 

16.9 

3X14  28.4 

22.5 

19.8 

17.5 

15.7 

14.3 

13.312.4 

11.7 

11.1 

o 

4X14  31.2 

24.7 

21.6 

19.6 

18.1 

16.5 

15.314.3 

13.5 

12.8 

"<* 

6X14 

28.5 

24.8 

22.6 

21.0 

19.8 

18.817.5 

16.6 

15.7 

8X14 

31.2 

27.2 

24.7 

23.0 

21.6 

20.619.6 

18.9 

18.1 

10x14 

29.4 

26.6 

24.8 

23.2 

22.2  21.2 

20.4 

19.7 

3X8 

14.1 

11.3 

9.8 

8.4 

7.5 

6.9 

6.4 

6.0 

5.6 

5.4 

4X8 

15.5 

12.3 

10.8 

9.8 

8.7 

8.0 

7.4 

6.9 

6.5 

6.2 

o 
o 

6X8 

17.9 

14.1 

12.4 

11.3 

10.5 

9.8 

9.1 

8.5 

8.0 

7.6 

3X10 

17.7 

14.0 

11.5 

10.2 

9.1 

8.3 

7.7 

7.2 

6.8 

6.5 

U-, 

4X10 

19.4 

15.4 

13.5 

11.4 

10.5 

9.6 

8.9 

8.3 

7.8 

7.4 

6X10 

22.4 

17.7 

15.5 

14.1 

12.9 

11.8 

10.9 

10.2 

9.6 

9.1 

o 

<a 

8X10 

24.5 

19.4 

17.0|15.4 

14.3 

13.412.6 

11.7 

11.0 

10.5 

3X12 

21.3 

16.9 

14.2 

12.3 

10.9 

10.0 

9.2 

8.7 

8.2 

7.8 

4X12 

23.4 

18.5 

16.2 

14.112.7 

11.6 

10.7 

10.0 

9.5 

9.0 

6X12 

26.8 

21.3 

18.6 

16.8115.5 

14.2113.1 

12.3 

11.6 

10.9 

8X12 

29.4 

23.4 

20.4 

18.5 

17.2 

16.1 

15.1 

14.1 

13.2 

12.7 

10X12 

25.2 

22.0119.9 

18.5 

17.5 

16.6 

15.8 

14.9 

14.1 

3X14 

24.8 

19.6 

16.6 

14.3 

12.8 

11.7 

10.8 

10.1 

9.6 

9.1 

o 

4X14 

27.2 

21.6 

18.9 

16.6 

14.8 

13.5 

12.5 

11.7 

11.0 

10.5 

6X14 

31.4 

24.8 

21.819.718.1 

I6.6I15.4 

14.3 

13.6;  12.8 

8X14 

34.3 

27.2 

23.8  21.6  20.0 

18.9117.6 

16.6 

15.6  14.8 

10X14 

29.3 

25.623.221.620.219.4 

1         1         1 

18.5 

17. 4|  16.5 

The  maximum  spans  given  in  the  table  for  the  above  loads,  are  determined 

by  limiting  the  deflection  to  3:^75  of  the  span,  and  the  maximum  fiber  strain  to 

7501b 

s.  per  squ 

are  inc 

h,  the 

lesser 

value 

given 

by  eit 

ler  CO 

nditior 

1  beinj 

,used. 

85- 


8S 


88- 


'8S 


184 

THE     ] 

PASSAIC 

ROLLING     MILL 

COMPANY. 

YELLOW  PINE  PURLINS. 

Maximum  Spans  in  feet,  for  the  following  total  uniformly 

distributed  loads. 

Total 
Load. 

Size  of 
Joists, 
inches. 

Distance  from  center  to  center  of  joists,  feet. 

1 

2      3 

4 

5 

6 

7 

8 

9 

10 

3X8 

19.4 

15.413.412.2 

11.3 

10.5 

9.7 

9.2 

8.6 

8.2 

4X8 

16.9 

14.813.4 

12.5 

11.7ill.210.5;10.0 

9.4 

o 

o 

6X8 

16.915.4 

14.3 

I3.5I12.8I2.2II.8 

11.5 

3X10 

24.2 

19.2 

16.815.3 

14.2 

13.312.211.410.7  10.2  | 

Vm 

4X10 

21.2 

18.5 

16.8 

15.6 

14.713.9 

13.212.4' 11.7 

o 

6X10 

21.2 

19.2 

17.9 

16.815.9 

15.2|14.7J14.2 

o 

a 

8X10 

21.2 

19.6 

18.517.5 

16.8!l6.2 

15.6 

3X12 

29.1 

23.1 

20.2 

18.3 

17.0 

15.9il4.6 

13.812.9 

12.2 

C3 

4X12 

25.4 

22.2 

20.1 

18.7 

17.616.7 

15.814.9 

14.1 

if) 

6X12 

25.4 

23.1 

21.4 

20.1 

19.2 

18.3il7.6 

17.0 

u 

8X12 

25.4 

23.6 

22.2 

21.1 

20.2 

19.4 

18.7 

a. 

in 

10  X  12 

25.4 

23.9 

22.7 

21.7 

20.9 

20.2 

3X14 

34.0 

26.9 

23.6 

21.4 

19.8 

18.5 

17.1 

16.0 

15.1 

14.3 

o 

4X14 

29.6 

25.9 

23.5 

21.8 

20.5 

19.5 

18.517.4 

16.6 

Tf 

6X14 

29.6 

27.0 

25.0 

23.5 

22.4 

21.420.5 

19.8 

8X14 

29.6 

27.5 

25.9 

24.6 

23.522.6 

21.8 

10X14 

29.6 

27.9 

26.5 

25.424.4 

23.6 

3X8 

16.9 

13.4 

11.7 

10.5 

9.4 

8.6 

7.9 

7.5 

7.0 

6.7 

4X8 

18.6 

14.8 

12.9 

11.7 

10.8 

9.9 

9.2 

8.6 

8.1 

7.7 

O 

o 

6X8 

16.9 

14.8 

13.4 

12.5 

11.8 

11.2 

10.5 

9.9 

9.4 

3X10 

21.2 

16.8 

14.7 

13.1 

11.8 

10.8 

9.9 

9.3 

8.8 

8.3 

^M 

4X10 

23.3 

18.5 

16.1 

14.7 

13.6 

12.4 

11.5 

10.8 

10.1 

9.6 

■4-1 

6X10 

21.1 

18.5 

16.8 

15.6 

14.7 

13.9 

13.2 

12.4 

11.8 

o 

8X10 

20.3 

18.5 

17.1 

16.1 

15.3 

14.7 

14.1 

13.5 

3X12 

25.4 

20.2 

17.6 

15.8 

14.1 

13.0 

12.0 

11.2 

10.5 

9.9 

4X12 

28.0 

22.2 

19.4 

17.6 

16.3 

14.9 

13.8 

12.9 

12.1 

11.5 

U3 

6X12 

25.3 

22.2 

20.2 

18.7 

17.6 

16.8 

15.8 

14.9 

14.1 

Sh 

8X12 

24.5 

22.220.6 

19.4 

18.4 

17.6 

16.9 

16.3 

a, 

X5 

10  X  12 

23.922.2 

20.9 

19.818.9 

18.2 

17.6 

3X14 

29.6 

23.5 

20.6 

18.516.5 

15.1 

14.013.1 

12.3 

11.7 

o 

4X14 

32.6 

25.8 

22.6 

20.519.0 

17.4 

16.215.1 

14.2 

13.5 

o 

6X14 

29.7 

25.8 

23.6  21.820.5 

19.6118.5 

17.4 

16.5 

8X14 

28.5 

25.824.0122.6 

21.5  20.5 

19.7 

18.9 

10  X  14 

27.925.824.4|23.1  22.221.3|  20.6  | 

The  maximum  spans  given  in  the  table  for  the  above  loads,  are  determined 

by  limiting  the  deflection  to  ji^f  of  the  span,  and  the  maximum  fiber  strain  to 

12501 

bs.  persqt 

are  in 

ch,  the 

; lessei 

value 

given 

by  eit 

tier  coi 

iditior 

I  being 

used.   1 

88 « 


2 85 

THE     PASSAIC     ROLLING     MILL     COMPANY.      185 

YELLOW  PINE  JOISTS. 

Maximum  Spans  in  feet,  for  the  following  total  uniformly- 
distributed  loads. 

Total 
Load. 

Size  of 
Joists, 
inches. 

Distance  from  center  to  center  of  joists,  inches. 

12 

14 

16 

18 

20 

22 

24 

80  lbs.  per  square  foot 
of  floor. 

2X8 

3X8 

13.4 
15.4 

12.8 
14.6 

12.2 
13.9 

11.7 
13.4 

11.0 
12.9 

10.5 
12.6 

10.1 
12.2 

2X10 
3X10 

16.8 
19.2 

15.9 

18.2 

15.3 
17.4 

14.7 

16.7 

14.2 
16.2 

13.7 
15.7 

13.2 
15.2 

2X12 
3X12 

20.2 
23.1 

19.1 
21.9 

18.3 

20.9 

17.6 
20.1 

17.0 
19.4 

16.5 
18.9 

15.8 
18.3 

3x14 
4X14 

26.9 
29.6 

25.5 

28.2 

24.4 
26.9 

23.4 
25.9 

22.7 
25.0 

22.0 
24.2 

21.3 
23.6 

3X16 
4X16 

30.8 
33.9 

29.2 
32.2 

27.9 

30.8 

26.8 
29.6 

25.9 
28.6 

25.1 

27.7 

24.4 
27.0 

o 

d 

H 

in 

O 
O 
1—1 

2X8 
3X8 

12.6 
14.3 

11.8 
13.5 

11.3 
12.9 

10.9 
12.4 

10.3 
12.0 

9.8 
11.7 

9.4 
11.3 

2X10 
3X10 

15.6 

17.8 

14.8 
16.9 

14.2 
16.2 

13.6 
15.6 

12.9 
15.0 

12.3 
14.5 

11.8 
14.1 

2X12 
3x12 

18.7 
21.5 

17.7 
20.3 

17.0 
19.4 

16.3 

18.7 

15.5 

18.0 

14.8 
17.5 

14.1 
16.9 

3X14 
4X14 

25.0 
27.5 

23.7 
26.1 

22.6 
25.0 

21.9 
24.0 

21.0 
23.2 

20.4 
22.5 

19.8 

21.8 

3X16 
4X16 

28.5 
31.4 

27.0 

29.8 

25.9 

28.6 

25.0 
27.5 

24.0 
26.6 

23.2 
25.7 

22.6 
25.0 

o 

in 

1— I 

2X8 
3X8 

11.7 
13.4 

11.1 
12.7 

10.6 
12.2 

10.0 
11.7 

9.4 
11.3 

8.9 
11.0 

8.6 
10.5 

2X10 
3X10 

14.7 
16.8 

13.9 
15.9 

13.2 
15.2 

12.4 
14.6 

11.8 
14.1 

11.2 
13.7 

10.8 
13.2 

2x12 
3X12 

17.6 
20.1 

16.7 
19.1 

15.8 
18.3 

14.9 
17.5 

14.2 
16.9 

13.5    12.9 
16.5    15.8 

3x14     23.5 
4x  14  I  25.9 

22.3 
24.6 

21.3 
23.6 

20.4 
22.6 

19.8 

21.8 

19.2    18.6 
21.2    20.6 

3X16     26.8     25.5 
4X16     29.6  ,  28.2 

24.4 
26.9 

23.4 

25.8 

22.6 
25.0 

21.9    21.0 
24.2    23.5 

The 

by  lim 
1250  lb 

maximum 
ting  the  de 
s.  per  squar 

spans  gi\ 
lection  t 
e  inch,  th 

^en  in  the 

3xb  of  t 

e  lesser  V 

table  for 
le  span, 
alue  give 

the  abov 
and  the  r 
n  by  eithe 

e  loads, 
naximum 
r  conditi 

are  deter 

fiber  sti 

on  being 

mined 

rain  to 

used. 

-8? 


2            8i 

186    THE     PASSAIC     ROLLING     MILL     COMPANY. 

YELLOW    PINE  JOISTS. 

Maximum  Spans  in  feet,  for  the  following  total  uniformly 

distributed  loads. 

Total 
Load. 

Size  of 
Joists, 
inches. 

Distance  from  center  to  center  of  joists,  feet.                1 

2 

3 

12.2 

4 
10.6 

5 

9.5 

6 

8.6 

7 

8.0 

8 

7.5 

9 

7.1 

10 

4X10 

14.4 

6.7 

6X10 

16.5 

14.5 

12.9 

11.5 

10.5 

9.8 

9.2 

8.6 

8.2 

8X10 

18.2 

15.9 

14.4 

13.3 

12.2 

11.3 

10.5 

9.9 

9.4 

i-i 
o 
o 

10  X  10 

19.6 

17.1 
14.6 

15.6 
12.7 

14.4 
11.3 

13.6 
10.3 

12.6 

9.6 

11.8 

9.0 

11.1 

8.4 

10.6 

4X12 

17.3 

8.0 

O 

6X12 

19.9 

17.4 

15.5 

13.8 

12.7 

11.7 

11.0 

10.3 

9.8 

8X12 

21.9 

19.1 

17.3 

16.0 

14.6 

13.5 

12.7 

11.9 

11.3 

«2 

10  X  12 

23.6 

20.6 

18.6 

17.3 

16.3 

15.1 

14.1 

13.4 

12.7 

S-i 

a 

12X12 

25.0 

21.9 
17.1 

19.8 
14.8 

18.4 
13.2 

17.4 
12.1 

16.5 
11.2 

15.5 
10.5 

14.6 
9.9 

13.9 

4X14 

20.2 

9.4 

6X14 

23.3 

20.2 

18.2 

16.2 

14.8 

13.7 

12.8 

12.1 

11.5 

u 

8X14 

25.6 

22.2 

20.2 

18.7 

17.1 

15.8 

14.8 

14.0 

13.2 

0^ 

10  X  14 

27.6 

24.0 

21.7 

20.2 

19.0 

17.7 

16.5 

15.6 

14.8 

12X14 

29.2 

25.5 
19.5 

23.1 
16.9 

21.5 
15.1 

20.3 
13.8 

19.3 
12.7 

18.1 
11.9 

17.1 
11.3 

16.2 

4X16 

23.2 

10.7 

^ 

6X16 

26.6 

23.2 

20.6 

18.4 

16.8 

15.6 

14.6 

13.8 

13.0 

8X16 

29.2 

25.4 

23.1 

21.3 

19.5 

18.0 

16.9 

15.9 

15.1 

10X16 

31.4 

27.4 

24.8 

23.1 

21.8 

20.1 

18.8 

17.8 

16.9 

12X16 

33.4 

29.2 

26.4 

24.6 

23.2 

22.0 

20.6 

19.5 

18.5 

4X10 

12.910.3 

8.9 

8.OI    7.3' 

6.7 

6.3 

5.9 

5.6 

6X10 

14.8I12.6 

10.9 

9.8 

8.9 

8.2 

7.7 

7.3 

6.9 

8X10 

16.3 

14.2 

12.6 

11.3 

10.3 

9.5 

8.9 

8.4 

8.0 

O 

o 

10  X  10 

17.5 

15.3 
12.3 

13.9 
10.7 

12.6 
9.6 

11.5 

8.7 

10.6 

8.1 

10.0 
7.6 

9.4 
7.1 

8.9 

4X12 

15.1 

6.8 

o 

6X12 

17.8 

15.1 

13.1 

11.7 

10.7 

9.9 

9.3 

8.7 

8.3 

-t-> 

8X12 

19.6 

17.1 

15.1 

13.5 

12.3 

11.4 

10.7 

10.1 

9.6 

vS 

10  X  12 

21.0 

18.4 

16.6 

15.1 

13.8 

12.8 

11.9 

11.3 

10.7 

0 

12X12 

22.4 

19.5 

17.7 
12.5 

16.5 
11.2 

15.1 
10.2 

14.0 
9.4 

13.1 

8.9 

12.3 

8.4 

11.7 

4X14 

17.7 

14.4 

7.9 

(A 

6X  14 

20.8il7.7 

15.3 

13.7 

12.5 

11.5 

10.8 

10.2 

9.7 

>H 

8X14 

22.8 

19.9 

17.7 

15.8 

14.4 

13.3 

12.5 

11.8 

11.2 

Ph 

10X14 

24.5 

21.4 

19.4 

17.6 

16.1 

14.9 

13.9 

13.2 

12.4 

t>5 

12X14 

26.2 

22.9 
16.4 

20.7 
14.2 

19.3 
12.7 

17.7 
11.6 

16.3 
10.7 

15.3 
10.1 

14.4 
9.5 

13.7 

4X  16 

20.1 

9.0 

J> 

6X16 

23.7 

20.1 

17.5 

15.6 

14.3 

13.2 

12.3 

11.6 

11.0 

8  X  16  26.0 

22.8 

20.1 

18.0 

16.4 

15.2 

14.2 

13.4 

12.7 

10  X  1628.0|24.5 

22.2 

20.1 

18.4 

17.0 

15.9 

15.0 

14.2 

12  X  16  29.9126.1 

23.7i22.0 

20.2,18.6 

17.4 

16.515.6  1 

The  maximum  spans  given  in  the  table  for  the  above  loads  are  determined 

by  limiting  the  deflection  to  5^5  of  the  span,  and  the  maximum  fiber  strain  to 

1250  lbs.  per  square  inch,  the  lesser  value  given  by  either  condition  being  used. 
o» __ K 

88 8S 

THE     PASSAIC     ROLLING     MILL     COMPANY.    187 

SAFE  LOADS  FOR  SEASONED 

RECTANGULAR  TIMBER  POSTS, 

Calculated  from  the  following  formulse  for  the  safe  loads, 

in  lbs.  per  square  inch,  on  square-ended  posts. 

Southern 
Yellow  Pine. 

White  Oak. 

White  Pine 
and  Spruce. 

1125 

925 

800 

r- 

a 

1  +  — 

J2 

I- 

llOOd 

1100^2 

"      1100<«- 

These  formulse  are  deduced  from  the  latest  tests  of  timber 

posts,  and  give  safe  loads  of  one-fourth  the  ultimate  strength  for 

short  posts,  decreasing  to  one-fifth  the  ultimate  for  long  posts. 

Ratio  of  Length 
to 

Safe  Loads,  in  lbs.  per  square  inch  of  Section. 

Least  Side, 

I 
d 

Southern 
Yellow  Pine. 

White  Oak. 

White  Pine 
and  Spruce. 

12 

1000 

820 

710 

14 

960 

790 

680 

16 

910 

750 

650 

18 

870 

710 

620 

20 

830 

680 

590 

22 

780 

640 

560 

24 

740 

610 

530 

26 

700 

570 

500 

28 

660 

540 

470 

30                        620 

1 

510 

440 

32 

580 

480 

410 

34 

550 

450 

390 

36 

520 

420 

370 

38 

490 

400 

350 

40 

460 

380 

330 

I  —  length  of  post,  in  inches. 

d  —  width  of  smallest  side,  in  inches. 

c^    _ 82 

s 

s 

188   THE     PASSAIC     ROLLING 

MILL 

COMPANY. 

SAFE 

LOADS   FOR 

SQUARE 

TIMBER   COLUMNS, 

In  ton 

s  of  2000  lbs. 

Unsup- 

Size of  Column,  in  inches. 

Kind 

ported 

length 

of  Col., 

in  ft. 

of 
Timber. 

6X6 

8X8 

9X9 

10X10 

12X12 

14X14 

16X16 

6 

12.8 

8 

11.7 

22.7 

29.6 

5i  flj 

10 

10.6 

21.3 

28.0 

35.5 

12 

9.54 

19.8 

26.3 

33.7 

51.1 

14 

8.46 

18.4 

24.7 

31.9 

49.0 

69.6 

16 

7.38 

17.0 

23.1 

30.1 

46.8 

67.0 

91.0 

:?  *- 
^<= 

18 

15.5 

21.5 

28.3 

44.7 

64.5 

88.0 

20 

14.1 

19.8 

26.5 

42.5 

62.0 

85.2 

22 

18.2 

24.7 

40.3 

59.5 

82.3 

24 

22.9 

38.2 

57.0 

79.4 

6 

14.8 

8 

13.5 

26.2 

34.0 

-^ 

10 

12.2 

24.6 

32.4 

41.0 

12 

11.0 

22.7 

30.4 

39.1 

59.1 

O 

14 

9.73 

21.1 

28.4 

36.7 

56.9 

80.4 

■S 

16 

8.64 

19.5 

26.5 

34.6 

54.0 

77.8 

105 

^ 
^ 

18 

17.8 

24.7 

32.4 

51.1 

74.5 

102 

20 

16.3 

22.7 

30.5 

49.0 

71.3 

98.5 

22 

21.1 

28.2 

46.1 

68.3 

94.7 

24 

26.4 

43.9 

65.5 

90.9 

6 

18.0 

8 

16.4 

32.0 

41.6 

(U 

10 

14.9 

29.9 

39.4 

50.0 

fi.S 

12 

13.3 

27.8 

36.9 

47.6 

72.0 

14 

11.9 

25.8 

34.7 

44.7 

69.1 

98.0 

132 

16 

10.4 

23.7 

32.3 

42.3 

65.5 

94.6 

128 

18 

21.8 

30.0 

39.5 

62.6 

90.7 

124 

>^ 

20 

19.8 

27.8 

37.0 

59.8 

86.9 

120 

22 

25.7 

34.6 

56.2 

83.6 

115 

24 

32.2 

53.3 

80.0 

111 

Safe 

load  in  p 

Dunds  pe 

r  square  i 

nch  =  — 

1 

C 

- 

/2 

1 

J. 

llOOrf 

T 

Whet 

e  /  =  len 

gth  of  CO 

umn,  in 

inches,  a 

wAd  —\^ 

ndth  of  s 

de,  in  in 

;hes. 

Y 

'or  White 

:  Pine  or 

Spruce, 

C  =  800 ; 

for  Whi 

te  Oak,  < 

C  -  925 ; 

}? 

forSc 

uthem  \ 

'ellow  Pi 

ne,  C  =  ] 

L125. 

^ 

8? 

THE    PASSAIC    ROLLING    MILL    COMPANY.       189 


ROOFS. 

The  types  of  roof  trusses  generally  used  for  spans  from  30  ft, 
to  100  ft.  are  shown  on  pages  192  and  193.  The  King  and  Queen 
truss,  Fig.  I,  is  the  type  usually  employed  when  the  construction 
is  a  combination  of  wood  and  iron  ;  the  rafters,  diagonal  struts 
and  bottom  chord  being  of  wood  and  the  verticals  of  iron  or  steel 
rods.  This  type  is  sometimes  used  when  the  entire  construction 
is  to  be  of  steel,  though  it  is  not  as  economical  of  material  as  the 
Belgian  or  Fink  type  of  trusses,  Figs.  2,  3  and  4,  which  are  the 
most  commonly  used  for  steel  roofs  over  mills,  shops,  warehouses, 
etc.,  for  spans  up  to  100  ft.  The  lower  chord  is  usually  horizon- 
tal, though  for  some  specialreasonit  may  be  raised  at  the  center 
as  shown  in  Figs.  5,  6  and  7  on  page  193.  This  camber  of  the 
lower  chord  materially  increases  the  strains  in  the  truss  members, 
and  should  therefore,  if  economy  of  material  is  a  consideration, 
be  made  as  small  as  possible. 

Roof  trusses  are  usually  made  with  riveted  connections  as  be- 
ing the  cheapest  construction  for  the  usual  short  spans.  A  pair 
of  angles  may  be  used  for  the  rafters  if  the  purlins  are  supported 
only  at  the  joints,  but  if  the  purlins  are  carried  by  the  rafter  at 
points  between  the  joints,  the  bending  strains  produced  are  usu- 
ally too  great  to  be  sustained  by  a  rafter  of  this  cross  section,  in 
which  case,  the  rafter  may  consist  of  a  pair  of  angles  and  a  verti- 
cal web  plate,  deeper  than  the  angles,  forming  a  built-up  T  sec- 
tion. The  bottom  chord,  main  struts  and  tension  members  are 
best  constructed  of  a  pair  of  angles,  while  the  secondary  struts 
and  tension  members  may  be  single  angles. 

For  long  spans,  or  heavy  loading,  pin  connections  may  be  de- 
sirable, affording  convenience  in  transportation  and  economy  in 
erection.  The  compression  members  are  conveniently  made  of  a 
pair  of  channels,  latticed,  and  the  tension  members  of  steel  eye- 
bars  or  square  rods  with  loop  eyes. 

When  the  purlins  rest  on  the  rafter  between  the  panel  points,  the 
rafter  is  subjected  to  a  bending  strain  which  must  be  considered. 
If  the  rafter  is  continuous  over  panel  points  it  may  be  consid- 
ered as  a  partially  continuous  beam,  and  at  the  center  of  span 
between  joints  the  bending  will  produce  compression  in  the  upper 
fibers  and  tension  in  the  lower  fibers,  while  at  the  joints  the  bend- 
ing produces  reverse  effects.  The  rafters  must  be  proportioned 
so  that  the  total  compressive  strain  per  square  inch,  due  to  direct 
compression  and  bending,  shall  not  exceed  Mi  the  elastic  limit  of 
the  material.  If  the  bending  moment  on  the  rafter  between  ad- 
jacent panel  points  be  calculated  as  if  for  a  beam  with  ends 
simply  supported,  the  bending  moments  at  the  ends  and  at  the 

88 


88 ■ . ^8 

190    THE     PASSAIC     ROLLING     MILL     COMPANY. 


center  of  the  panel  for  the  continuous  rafter  may  be  taken  as  % 
of  the  maximum  bending  moment  for  the  simple  beam. 

The  slope  of  the  rafter  is  usually  determined  by  the  kind  of 
roof  covering  used.  Slate  should  not  be  used  on  a  slope  less  than 
I  to  3  and  preferably  i  to  2.  Gravel  should  not  be  used  on  a 
slope  greater  than  i  to  4.  Corrugated  iron  if  used  on  a  slope 
less  than  i  to  3  is  apt  to  leak  under  a  driving  rain,  and  when  pos- 
sible the  slope  should  not  be  less  than  i  to  2. 


ALLOWABLE  STRAINS 
IN  STEEL  EOOF  TRUSSES. 

lbs.  per  sq.  in. 

Tension  (shapes) 15,000 

Tension  rods  and  eye-bars 18,000 

Maximum  fiber  stress  on  I  beams 16,000 

Combined  bending  and  direct  strain 15,000 

Compression 13,500  —  50  -^ 

r 
where  /  =  length  of  member  and  r  =  least  radius  of  gyration  of 
member,  both  in  inches. 


APPROXIMATE  WEIGHT,  PER  SQUARE  FOOT,  OF 

ROOF  COVERINGS,  EXCLUSIVE  OF  STEEL 

CONSTRUCTION. 

Corrugated  iron,  unboarded.  No.  26  to  No.  18, .  ,1  to    3  lbs. 

Felt  and  asphalt,  without  sheathing 2  " 

Felt  and  gravel,  "  "  8  to  10  " 

Slate,  without  sheathing,  tV'  to  I", 7  to    9  " 

Copper,"  "  Itoli" 

Tin,  "  "  Itol^  " 

Shingles,  with  lath 2i   " 

Skyhght  of  glass,  i%"  to^  ",  including  frame 4  to  10  " 

White  pine  sheathing,  1"  thick 3  " 

Yellow"  "  1"  thick ..  4" 

Spruce  sheathing,  1"  thick 2  " 

Lath  and  plaster  ceiling 8  to  10  " 

Tile,  flat 15  to  20  " 

Tile,  corrugated 8  to  10  " 

Tile,  on  3"  fireproof  blocks 30  to  35  " 

as 8j 


58" 


■S8 


THE     PASSAIC     ROLLING     MILL     COMPANY.    191 


The  weight  of  the  steel  roof  construction  must  be  added  to  the 
above.  For  ordinary  light  roofs,  without  ceilings,  the  weight  of 
the  steel  construction  may  be  taken  at  5  lbs.  per  square  foot  for 
spans  up  to  50  ft.,  and  i  lb.  additional  for  each  10  ft.  increase  of 
span. 

It  is  customary  to  add  30  lbs.  per  square  foot  to  the  above  for 
wind  and  snow.  No  roof  should  be  calculated  for  a  total  load 
less  than  40  lbs.  per  sq.  ft. 

The  total  load  found  as  above  is  to  be  considered  as  distrib- 
uted over  the  entire  truss.  It  is  not  necessary  to  consider  the 
separate  effects  of  wind  and  snow  on  spans  of  less  than  100  ft., 
but  for  greater  spans  separate  calculations  should  be  made. 

The  relation  between  the  velocity  and  pressure  of  wind  against 
surfaces  at  right  angles  to  the  direction  of  the  wind  is  given  in  the 
following  table,  based  upon  experiments  conducted  by  the  U.  S. 
Signal  Service,  at  Mt.  Washington. 

Vel.  in  miles  Pressure,  lbs.  per 

per  hour.  square  foot. 

10 0.4 Fresh  breeze. 

20 1.6 

30 3.6 Strong  wind. 

40 6.4 High  wind, 

50 10.0 Storm. 

60 14.4 Violent  storm. 

80 25 . 6 Hurricane. 

100 40.0 Violent  Hurricane. 


The  components  of  pressure  caused  by  wind  acting  upon  in- 
clined surfaces  are  given  in  the  following  table  : 

A  =  Angle  of  surface  of  roof  "with  direction  of  wind. 

F  =  Force  of  wind,  in  lbs.  per  square  foot. 

N  =  Pressure  normal  to  surface  of  roof. 

V  =  Pressure  perpendicular  to  direction  of  wind. 

H  =  Pressure  parallel  to  direction  of  wind. 


Angle  of  Roof. 


N  =  F  X 
V  =  F  X 
H  =  F  X 


88- 


.125 
122 

,01 


10^ 


.24 
.24 

.04 


20^ 


.45 
.42 
.15 


30= 


.66 
.57 
.33 


40= 


.83 
.64 
.53 


50= 


.95 
.61 
.73 


60° 


1.00 
.50 

.85 


70° 


1.02 
.35 
.96 


80= 


1.01 
.17 

.99 


90° 


1.00 

.00 

1.00 


^ 


58- 


■88 


192    THE     PASSAIC     ROLLING     MILL     COMPANY. 

ROOF  TRUSSES 

LIGHT  LINES  INDICATE  TENSION    MEMBERS 
HEAVY  LINES  INDICATE  COMPRESSION   MEMBERS 


FIG.  I . 


FIG.S. 


FIG.3. 


FIG.4-. 


S8. 


.88 


^ 


■88 


THE     PASSAIC     ROLLING     MILL     COMPANY.     193 


CAMBERED  ROOF  TRUSSES 

LIGHT  LINES  INDICATE  TENSION   MEMBERS 
HEAVY  LINES  INDICATE  COMPRESSION   MEMBERS 


Fie. I. 


FIQ.S. 


FIG. 3. 


^ 


?s- 


-i8 


194       THE     PASSAIC     ROLLING     MILL     COMPANY. 


MAXIMUM  STRAINS  IN  KINO  AND 
QUEEN   ROOF   TRUSSES. 

Fig.  I,  Page  192. 

To   find   the   maximum    strains  in    any   member  of  these 
trusses,  multiply  the  co-efficients  given  here  below. 

length  of  rafter 

1.  For  rafters,  by  the  panel  load X  — ; — n: — ft 

•'         ^  depth  of  truss 

^2  span  of  truss 

2.  For  bottom  chord,  "         X  —3 — -r — tz 

depth  of  truss 

length  of  strut 

2.  For  inclined  struts,          "         X  —, rz — ? — 3 — 

^  length  01  rod 

4.   For  vertical  rod,  "         XI 


14 

12 

10 

8 

6 

4 

Member. 

Panel. 

Panel. 

Panel. 

Panel. 

Panel. 

Panel. 

0   2 

6.5 

5.5 

4.5 

3.5 

2.5 

1.5 

2  3 

6. 

5. 

4. 

3. 

2. 

Bottom 

3  4 

5.5 

4.5 

3.5 

2.5 

Chords. 

4  5 

5  6 

6  7 

5. 

4.5 

4. 

4. 
3.5 

3. 

0   J' 

6.5 

5.5 

4.5 

3.5 

2.5 

1.5 

1'2' 

6. 

5. 

4. 

3. 

2. 

1. 

2' 3' 

5.5 

4.5 

3.5 

2.5 

1.5 

Rafters. 

3' 4' 

5. 

4. 

3. 

2. 

4' 5' 

4.5 

3.5 

2.5 

5' 6' 

4. 

3. 

&7' 

3.5 

V  2 

0.5 

0.5 

0.5 

0.5 

0.5 

0.5 

2'  3 

1.0 

1.0 

1.0 

1.0 

1.0 

Inclined 

3'  4 

1.5 

1.5 

1.5 

1.5 

Struts. 

4' 5 
6'  6 

6'  7 

2.0 
2.5 
3.0 

2.0 
2.5 

2.0 

1  1' 

0 

0 

0 

0 

0 

0 

2  2' 

0.5 

0.5 

0.5 

0.5 

0.5 

1. 

3  3' 

1.0 

1.0 

1.0 

1.0 

2. 

Vertical 

4  4' 

1.5 

1.5 

1.5 

3. 

Rods. 

• 

5  5' 

6  6' 

7  7' 

2.0 
2.5 
6. 

2.0 
5. 

4. 

^ 

^                                                                                          S8 

THE     PASSAIC      ROLLING     MILL     COMPANY.     195 

MAXBimi    STEAINS    IX    BELGIAN 
OR    FINK    EOOF  TRUSSES. 

Figs.  2,  3  and  4,  Page  192. 

Ratio  of  depth 
to  length  of  span. 

0.333 

J. 

3 

0.289 

3.464 

0.250 

JL 
4 

0.200 

i. 

5 

0.167 

0.125 

1 

8 

Inclinat'n  of  rafters. 

33°  41' 

30° 

26°  34' 

21°  48' 

18°  26' 

14°  2 

in 

a, 

00 

Bottom 
chord. 

01 
12 
22 

5.25 
4.50 
3.00 

6.06 
5.19 
3.46 

7.00 
6.00 
4.00 

8.75 
7.50 
5.00 

10.50 
9.00 
6.00 

14.00 
12.00 

8.00 

Top 
chord. 

or 

1'2' 
23' 
3'4' 

6.30 
5.75 
5.20 
4.65 

7.00 
6.50 
6.00 
5.50 

7.83 
7.38 
6.93 
6.48 

9.42 
9.05 

8.68 
8.31 

11.08 
10.76 
10.45 
10.13 

14  44 
14.20 
13.95 
13.71 

T,      .     i     23 

1  ension      o  .  / 

braces.  i2'&32' 

l.oO 
2.25 
0.75 

1.73 

2.60 

0.87 

2.00 
3.00 
1.00 

2.50 
3.75 
1.25 

3.00 
4.50 
1.50 

4.00 
6.00 
2.00 

c,     ,     !ll'&33' 

Struts.       go/ 

0.83 
1.66 

0.87 
1.73 

0.89 

1.78 

0.93 
1.86 

0.95 
1.90 

0.97 
1.94 

a 

c 
a 

6 

Bottom 
chord. 

01 
11 

3.75 
2.25 

4.33 
2.60 

5.00 
3.00 

6.25 
3.75 

7.50 
4.50 

10.00 
6.00 

Top 
chord. 

or 

1'2' 
2'3' 

4.51 
3.53 
3.40 

5.00 
4.00 
4.00 

5.59 
4.55 
4.70 

6.74 
5.59 
6.00 

7.91 
6.65 
7.29 

10.31 

8.77 
9.83 

Tension      ..  «/ 
brace. 

1.50 

1.73 

2.00 

2.50 

3.00 

4.00 

Struts.  ir&12' 

.93 

1.00 

1.07 

1.22 

1.34     1.62  1 

3^ 

fcJO 

in 
■r. 

3 

Bottom 
chord. 

01 
11 

2.25 
1.50 

2.60 
1.73 

3.00 
2.00 

3.75 
2.50 

4.50 
3.00 

6.00 
4.00 

Top 
chord. 

or 

1'2' 

2.70 
2.15 

3.00 
2.50 

3.35 

2.90 

4.04 
3.67 

4.75 
4.44 

6.19 
5.95 

Rod.        1 2' 
Strut.        1 1' 

0.75 
0.83 

0.87 
0.87 

1.00 

0.89 

1.25 
0.93 

1.50     2.00 
0.95  i  0.97 

To  find  the  maximum  strain  in  any  member  of  these  trusses,  multiply  the 
coefficients  given  in  the  table  above  by  the  panel  load. 

8$ SS 

196    THE     PASSAIC     ROLLING     MILL     COMPANY. 

MAXIMUM   STRAINS   IN  CAMBERED 
BELGIAN  OR  FINK  ROOF  TRUSSES. 

CAMBER  =  i  TOTAL   HEIGHT. 
Figs.  1,  2  and  3,  Page  193. 

To  find  the  maximum  strain  in  any  member  of  these  trusses,  multiply  the  co- 
efficients given  in  the  table  below,  by  the  panel  load. 

Ratio  of  depth 
to  length  of  span. 

0.333 

0.289 

3  .  4t)4 

0.250 

4 

0.200 

X 

5 

0.167 

0.125 

J. 

Inclinat'n  of  rafters. 

33°  40' 

30° 

26°  34' 

21°  48' 

18°  26' 

14°  2' 

CO 

til 

in 
;-> 

■4-> 

c 
a, 

00 

Bottom 
chord. 

01 
12 
22 

7.17 
6.15 
3.60 

8.44 
7.23 
4.16 

9.90 

8.48 
4.80 

12.61 

10.81 

6.00 

15.31 
13.12 

7.20 

20.66 
17.71 

9.60 

Top 
chord. 

or 

1'2' 
2'3' 
3'4' 

8.49 
7.94 
7.39 
6.83 

9.63 
9.13 
8.63 
8.13 

10.96 

10.51 

10.06 

9.61 

13.49 
13.11 
12.74 
12.37 

16.05 
15.73 
15.41 
15.10 

21.21 

20.98 
20.74 
20.49 

Tension 
braces. 

23 

3  4' 

12'&32' 

2.87 
3.89 
1.02 

3.37 

4.58 
1.21 

3.96 
5.37 
1.41 

5.04 
6.85 
1.80 

6.12 
8.31 
2.19 

8.26 

11.21 

2.95 

Struts. 

ir&33' 
2  2' 

0.83 
1.66 

0.87 
1.73 

0.89 
1.79 

0.93 
1.86 

0.95 

1.89 

0.97 
1.94 

s 

t/3 

m 

3 

tH 

c3 

6 

Bottom 
chord. 

01 
11 

5.12 

2.70 

6.03 
3.12 

7.07 
3.60 

9.01 
4.50 

10.94 
5.40 

14.76 

7.20 

Top 
chord. 

or 

1'2' 
2'3' 

6.09 

4.89 
4.96 

6.88 
5.63 

5.88 

7.83 
6.48 
6.93 

9.64 
8.10 

8.89 

11.47 

9.72 

10.83 

15.15 
12.98 
14.67 

Tie. 

Struts. 

13' 
ll'&12' 

2.66 
1.04 

3.13 
1.15 

3.67 
1.26 

4.24 
2.40 

4.69 
1.49 

5.40 
3.00 

5.69 
1.71 

7.67 
2.17 

T-H 

d 
)-• 
•I-) 

Bottom 
chord. 

01 
11 

3.07 

1.80 

3.62 

2.08 

6.56 
3.60 

8.85 
4.80 

Top 
chord. 

or 

1'2' 

3.64 
3.09 

4.13 
3.63 

4.70 
4.25 

5.78 
5.41 

6.88 
6.56 

9.09 

8. .85 

Tie. 

Strut. 

12' 

ir 

1.43 

0.83 

1.69 

0.87 

1.98 
0.89 

2.52 
0.93 

3.06 
0.95 

4.11 

0.97 
85 

52 ^ 8? 

THE     PASSAIC     ROLLING     MILL     COMPANY.    197 


MAXIMUM  STRAINS 

IN  TRUSSES  WITH  PARALLEL  CHORDS. 

The  maximum  strains  in  the  different  members  of  ordinary 
trusses  with  parallel  chords  can  be  determined  by  the  use  of 
the  following  tables,  if  the  dead  and  moving  loads  are  given. 
In  many  cases  it  will  be  sufficient  to  consider  only  a  uniform 
dead  load  and  a  uniform  live  load.  The  third  column  gives 
the  influence  of  a  heavier  load  in  front  of  a  uniform  load ;  such 
as  a  locomotive  at  the  head  of  a  train  of  cars. 

The  panel  points  are  numbered,  beginning  with  o  at  the 
abutment,  those  of  the  bottom  chord  with  plain  numbers  and 
those  of  the  top  chord  with  a  prime  (')  so  as  to  indicate  the 
position  of  the  different  members  without  it  being  necessary 
to  refer  to  the  diagram. 

In  calculating  these  tables,  the  loads  were  supposed  to  be 
concentrated  at  the  lower  chord  joints  for  through-bridges, 
and  at  the  upper  chord  joints  for  deck-bridges.  In  through- 
bridges  the  strain,  obtained  in  this  manner,  for  the  web  mem- 
bers under  compression  should  be  increased  by  the  weight  of 
a  panel  of  top  chord  and  top  lateral  bracing. 

Highway  bridges  are  calculated  for  a  live  load  of  lOO  lbs. 
per  sq.  ft.  of  floor  for  all  spans  up  to  loo  ft,,  and  8o  lbs.  for 
spans  over  200  ft.,  due  provision  being  made  for  concen- 
trated loads,  such  as  heavy  steam  road  rollers  or  electric  cars. 
The  dead  weight  of  ordinary  highway  bridges,  exclusive  of 
timber  flooring,  is  given,  approximately,  by  the  following 
formula : 

Weight  of  metal,  lbs.  per  lineal  foot  of  span  =  ^  ^  /+  150 
where  /=  length  of  bridge,  and  b  —  width  of  floor,  both  in  feet. 

Railroad  bridges  are  calculated  for  concentrated  loads  typi- 
cal of  the  actual  load  of  two  locomotives  at  the  head  of  a  train 
of  cars  on  each  track.  The  following  diagram  of  such  a  load- 
ing is  from  Theodore  Cooper's  1896  Specification  for  Railroad 
Bridges,  and  represents  two  106.5  ton  locomotives  followed 
by  a  uniform  load  of  3,000  lbs.  per  lineal  ft.  on  one  track. 
For  short  spans  an  alternate  loading  of  100,000  lbs.,  equally 
distributed  on  two  driving  wheel  axles  spaced  'j\  ft.  centers, 

I    is  also  specified. 

&, — -88 


88- 


■88 


198    THE     PASSAIC     ROLLING     MILL     COMPANY, 


O  O  O 

o  o  o 

o  o  o 

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This  loading  may  be  represented  by  an  equivalent  uniform 
load;  or,  it  may  also  be  represented  by  a  uniform  load  com- 
bined with  an  engine  excess.  The  representation  by  an  equiv- 
alent load  is  not  applicable  to  the  calculation  of  trusses  with 
more  than  one  system  of  web  bracing.  Such  trusses  must  be 
calculated  by  a  uniform  load  combined  with  an  engine  excess. 
Either  method  is  only  an  approximation  and  may  give  re- 
sults materially  in  error.  The  following  table  gives  the 
equivalent  loads  by  either  method  for  the  above  loading  for  a 
single  track. 


Span 

in 
feet. 


10 
15 

20 

25 

30 

40 

50 

75 

100 

150 

200 

300 


Equivalent  Uniform  Load, 
lbs.  per  foot  of  Track. 


Moments. 


10,000 
7,500 
6,600 
5,900 
5,500 
4,900 
4,600 
4,100 
4,000 
3,800 
3,700 
3,500 


Shears. 


12,500 
10,000 
8,100 
6,800 
6,300 
5,600 
5,200 
4,700 
4,500 
4,200 
3,900 
3,700 


Uniform  Load, 
with  Engine  Excess. 


Uniform  Load, 

lbs.  per  foot 

of  Track. 


3,400 


Engine  Excess, 
lbs. 


33,000 
32,000 
32,000 
31,000 
30,000 
30,000 
30,000 
30,000 
30,000 
30,000 
30,000 
30,000 


The  weight  of  track  material  (ties,  rails  and  guard-rails)  is 
about  4CO  lbs.  per  ft.  of  single  track.  The  weights  of  railroad 
bridges,  per  lineal  ft.  of  span,  exclusive  of  track  material,  are 
given,  approximately,  by  the  following  formulae,  where  /  = 
length  of  span  in  ft. 

Single  track,  deck  plate  girder, 

"  "         «     lattice     " 

"  "      through  pin  truss, 

«  «      deck  "       " 

Double  track,  through  pin  truss. 


9/  + 

100 

8/  + 

100 

6/  + 

400 

6/  + 

300 

12  /  + 1000 

12/  + 

800 

8S- 


•^ 


85 

THE     PASSAIC     ROLLING     MILL     COMPANY.     199 


EXAMPLE  OF  APPLICATION  OF   TABLE. 

WARREN  TRUSS,  DECK  BRIDGE  WITH  INTERMEDIATE  POSTS, 
FOR   SINGLE   TRACK   RAILROAD. 

Span,  150';   Depth,  20'. 

Number  of  panels  lo,  of  15'  each. 

Dead  load,  1,600  lbs.  per  lin.  ft.  of  bridge. 

Live  load,  3,400  lbs.  per  lin.  ft.  of  bridge. 

D  =  dead  load  =  12,000  lbs.  per  panel  for  I  truss. 

L  =  hve    load  =  25,500    "      "       "        *'    i     " 

E  =  excess  of  locomotive  weight  =  15,000  lbs.  for  i  truss. 

/= -^5^  =  2,550 
10 

e  =  ^5>ooo  3=  1,500 
10 
Length  of  diagonal  members,  25  ft. 

Sec.   —  -£.  =  1.25  Tang.  =  -A  =0.75 

20  20 

Strain  in  middle  piece  of  bottom  chord  4 — 6, 
12.5  (D  +  L)  =    468,750 
25  e  =      37»5oo 

506,250  X  tang.  =  379»687. 
Compressive  strain  in  brace,  45'. 
0.5  D  =    6,000 
15.      /  =  38,250 
5.     e  =    7,500 

51,750  X  sec.  =64,687. 

Tensile  strain  in  brace,  5'  6. 

—  o.  5  D  =  —  6,000 

10.    /    =    25,500 

4.    ^    =      6,000 

25,500  X  sec.  =  31,875. 
It  will  be  observed  that,  by  beginning  with  O  at  the  left- 
hand  abutment,  the  compression   member   45'  becomes  the 
tension  member  5'  6,  and  the  maximum  strains  change  from 
64,687  compression  to  31,875  tension.     The  strains   in   the 
other  members  are  found  in  a  similar  manner. 
The  load  on  any  of  the  intermediate  posts  is  found  as  follows  : 
15  ft.  X  1,700  =  25,500 
E  =  16,000 

41,500 

a « 


^ 


■85 


200     THE     PASSAIC     ROLLING     MILL     COMPANY. 


TRUSSES  WITH  PARALLEL  CHORDS 


FIG. I.  9'       8'       7'       e'       5^       V       3'       2'        ,' 


10        98765452         i         0 


FIG.S.        g'       8'        7'      6'        5'       4'       3'       2'        ,' 


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II'  9'  7'  5'  3'  I' 


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FIG. 4.  ,,'  9'  7'  5'  3'  ,' 


IS  10  8  6  4  2  0 


FIG. 5. 


II'  9'  7'  5'  3'  I' 


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FIG.  6.        ,2'    ,,'    ,0'    9'    8'     7'    6'     5'     4'    s'    all'     o' 


13     IS     II      10     9      8      7      6      5      4      3      S       I       0 


ss. 


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202      THE     PASSAIC     ROLLING     MILL     COMPANY. 


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204       THE 

• S8 

PASSAIC     ROLLING     MILL     COMPANY. 

Maximum  Strains  Produced  by  Dead  and  Live  Loads  in  Single  Inter- 
section Triangular  or  Warren  Through  Trusses. 

(Fig.  3,  Page  200.) 

a 
a 
Oh 

^1  (M 

Number  of  panels. 
Dead  load  per  double  panel. 
Live  load  per  double  panel. 
Excess   of  engine  load  over 
general  live  load. 

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88 

THE      PASSAIC      ROLLING     MILL     COMPANY.    205 

s — 

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88 
206 

THE 

88 

PASSAIC      ROLLING     MILL     COMPANY. 

88 

MAXIMUM  STRAINS  PEODUCED  BY  DEAD  AND  LIYE  LOADS  IN 

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■$5 


THE     PASSAIC     ROLLING     MILL     COMPANY.     207 


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208      THE 

PASSAIC      ROLLING     MILL     COMPANY. 

88 

MAXIMUM  STRAINS   PRODUCED   BY  DEAD   AND   LIYE   LOADS  IN 
DOUBLE  INTERSECTION  TRIANGULAR  OR  WARREN  GIRDERS, 

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■^  -^  GO  tH                                                                        c 

For  Inclined  End-posts  1'  1  =  0'  1,  multiplied  by  1.     The  Strains  in  End-posts  are : 
0   1'                  0   1'              9.519019   8.5  15317   7.512015   6.59113   5.566111  4.5459   3.5?87   2.51551.56  3 

2S ' 

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^ 


^ 


THE     PASSAIC     ROLLING     MILL     COMPANY. 

209 

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88- 


■85 


210     THE     PASSAIC     ROLLING     MILL     COMPANY. 


THE  PASSAIC  ROLLING  MILL  COMPANY'S 
STANDARD  TURNTABLES. 

The  table  is  entirely  center  bearing,  and  rests  on  hardened 
steel  discs,  which  offer  very  little  resistance  to  turning,  and  at 
the  same  time  are  of  sufficiently  large  diameter  to  give  ample 
bearing  surface  to  maintain  them  in  good  M^orking  order,  and 
prevent  abrasion  by  excessive  pressure.  The  discs  are  six  inches 
in  diameter  for  the  smaller  tables,  and  seven  inches  for  the  larger 
sizes.  The  tables  are  suspended  from  the  saddle  and  center  pin  by 
two  bolts  made  of  rolled  iron.  Two  bolts  are  used,  in  preference 
to  four,  to  avoid  the  uneven  distribution  of  the  load  produced  by 
the  tightening  of  the  bolts,  which  is  liable  to  occur  when  more 
than  two  are  used.  A  wrought  iron  band  is  shrunk  around  the 
top  of  the  pivot  casting,  and  is  effective,  in  case  of  the  binding  of 
the  discs,  in  resisting  the  strains  produced  by  the  tipping  of  the 
table.  The  vertical  adjustment  of  the  table  is  easily  made  with 
the  suspending  bolts,  and  without  the  use  of  packing  plates  or 
other  devices.  The  flanges  are  made  of  six  inch  angle  irons, 
extending  the  full  length  of  the  table  without  splices,  and 
re-enforced  at  the  center  with  cover  plates.  The  sections  of  the 
flanges  are  proportioned  with  due  regard  to  the  effect  of  the  re- 
versal of  strains  at  any  point  of  either  flange  due  to  the  shifting 
position  of  the  locomotive,  and  the  stresses  are  kept  low  to  avoid 
excessive  deflection  at  the  ends  of  the  table  when  loaded.  The 
girders  are  connected  to  each  other  with  rigid  angle  iron  bracing 
effectively  secured  to  the  flanges,  and  with  six  transverse  frames, 
also  of  angle  iron.  The  center  and  saddle  castings  and  the  end 
bearing  wheels  are  open  hearth  steel  castings. 

The  55  ft.  and  the  6o  ft.  turntables  are  made  in  three  weights, 


(1).     A  heavy  pattern  for  turning  103  ton  locomotives. 
(2).     A  medium  pattern  "         "  90    "  " 

(3).     A  hght  pattern        "         "  75    " 


Where  shipment  can  be  made  by  rail,  the  tables  are  loaded  on 
cars,  complete,  ready  to  set  in  the  pit.  Dimensions  for  building  the 
pit,  and  instructions  for  setting  the  table  accompany  each  contract. 

When  the  pits  are  already  built  the  tables  can  be  made  to  fit 
them  at  a  slight  additional  cost. 


DIMENSIONS  OF  PASSAIC  STANDARD  TURNTABLES. 


Diameter  of  Pit 


Length  of  Girder,  out  to  out. . 


Diameter    of   Circular    Tracks, 
center  to  center  of  Rail 


Depth  from  top  of  Rail  on  Table 
to  top  of  Center  Stone 


Depth  from  top  of  Rail  on  Table 
to  top  of  Rail  of  Circular  Track . 


Depth  from  top  of  Rail  on  Table 
to  top  of  Rail  of  Circular  Track, 
for   Special  Turn  Table  with 

,    shallow  Pit 


40' 0' 


39' 4' 


36' 0' 


5'0' 


3' 4' 


2'0' 


45'  0' 


44' 4' 


41' 0' 


5'0' 


3' 4' 


2'0' 


50'  0"   55'  0" 


49' 6' 


46' 0' 


5'  6" 


3' 10' 


2' 6' 


54' 6' 


51' 0' 


5' 6' 


3' 10' 


2' 6' 


60' 0' 


59' 6' 


56'  0' 


5' 6' 


3'  10" 


2' 6' 


^ 


58- 


THE     PASSAIC     ROLLING     MILL     COMPANY.    211 


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I 


.» 


58 ■ ^a 

212     THE     PASSAIC     ROLLING     MILL     COMPANY. 


SPECIFICATIONS  FOR  STRUCTURAL 
STEEL. 

Condensed  from  the  Standard  Specifications  of  the  Association 
of  American  Steel  Manufacturers. 

PROCESS   OF  MANUFACTURE. 

(i).  Steel  shall  be  made  by  either  the  Open  Hearth  or  Bes- 
semer process. 

TEST   PIECES. 

(2).  All  tests  and  inspections  shall  be  made  at  place  of  manu- 
facture prior  to  shipment. 

(3).  The  tensile  strength,  limit  of  elasticity  and  ductility  shall 
be  determined  from  a  standard  test  piece,  planed  or  turned  paral- 
lel throughout  its  entire  length,  cut  from  the  finished  material. 
The  elongation  shall  be  measured  on  an  original  length  of  8 
inches,  except  when  the  thickness  of  the  finished  material  is 
i^s  inch  or  less,  in  which  case  the  elongation  shall  be  measured  in 
a  length  equal  to  sixteen  times  the  thickness;  and  except  in 
rounds  of  I  inch  or  less  in  diameter,  in  which  case  the  elonga- 
tion shall  be  measured  in  a  length  equal  to  eight  times  the  diam- 
eter of  section  tested.  Two  test  pieces  shall  be  taken  from  each 
heat  of  finished  material,  one  for  tension  and  one  for  bending. 

(4).  Every  finished  piece  of  steel  shall  be  stamped  with  the 
heat  number.  Steel  for  pins  shall  have  the  heat  numbers  stamped 
on  the  ends.  Rivet  and  lacing  steel,  and  small  pieces  for  tie 
plates  and  stiffeners,  may  be  shipped  in  bundles  securely  wired 
together  with  the  heat  number  on  a  metal  tag  attached. 

FINISH. 

(5).  Finished  bars  must  be  free  from  injurious  seams,  flaws  or 
cracks,  and  have  a  workmanlike  finish. 

CHEMICAL  PROPERTIES. 

(6).  Steel  for  buildings,  train  sheds,  highway  bridges  and 
similar  structures  shall  not  contain  more  than  o.io  per  cent,  of 
phosphorus. 

(7).  Steel  for  railway  bridges  shall  not  contain  more  than  0.08 
per  cent,  of  phosphorus. 


$8. 


88- ^ ■ 88 

THE    PASSAIC     ROLLING    MILL    COMPANY.       213 


PHYSICAL  PROPERTIES. 

(8).  Structural  steel  shall  be  of  three  grades;  Rivet  Steel, 
Soft  Steel,  and  Medium  Steel. 

RIVET   STEEL. 

(9).  Rivet  steel  shall  have  an  ultimate  strength  of  48,000  to 
58,000  pounds  per  square  inch,  an  elastic  limit  of  not  less  than 
one-half  the  ultimate  strength,  and  an  elongation  of  26  per  cent., 
and  shall  bend,  180  degrees  flat  on  itself,  without  fracture  on  the 
outside  of  the  bent  portion. 

SOFT  STEEL. 

(10).  Soft  steel  shall  have  an  ultimate  strength  of  52,000  to 
62,000  pounds  per  square  inch,  an  elastic  limit  of  not  less  than 
one-half  the  ultimate  strength,  and  an  elongation  of  25  percent., 
and  shall  bend  180  degrees,  flat  on  itself,  without  fracture  on  the 
outside  of  the  bent  portion. 

MEDIUM   STEEL. 

(11).  Medium  steel  shall  have  an  ultimate  strength  of  60,000 
to  70,000  pounds  per  square  inch,  an  elastic  limit  of  not  less  than 
one-half  the  ultimate  strength,  and  an  elongation  of  22  per  cent., 
and  shall  bend  180  degrees,  around  a  curve  having  a  diameter 
equal  to  the  thickness  of  the  piece  tested,  without  fracture  on  the 
outside  of  the  bent  portion. 

PIN   STEEL. 

(12).  Pins  made  from  either  of  the  above  mentioned  grades  of 
steel  shall,  on  specimen  test  pieces  cut  at  a  depth  of  one  inch  from 
the  surface  of  finished  material,  fill  the  physical  requirements  of 
the  grade  of  steel  from  which  they  are  rolled  for  ultimate  strength, 
elastic  hmit  and  bending,  but  the  required  percentage  of  elonga- 
tion shall  be  decreased  5  per  cent. 

EYE-BAR    STEEL, 

(13).  Eye-bar  material  1 1  inches  and  less  in  thickness,  made 
of  either  of  the  above  mentioned  grades  of  steel,  shall,  on  test 
pieces  cut  from  finished  material,  fill  the  requirements  of  the 
grade  of  steel  from  which  it  is  rolled.  For  thicknesses  greater 
than  I  J  inches,  there  will  be  allowed  a  reduction  in  percentage 
of  elongation  of  one  per  cent,  for  each  I  of  an  inch  increase  in 
thickness,  to  a  minimum  of  20  per  cent,  for  medium  steel  and  22 
per  cent,  for  soft  steel. 

88 88 


■88 


214  THE     PASSAIC     ROLLING     MILL     COMPANY. 


FULL   SIZE   TEST   OF  STEEL   EYE-BARS. 

(14).  Full  size  tests  of  steel  eye-bars  shall  be  required  to  show 
not  less  than  10  per  cent,  elongation  in  the  body  of  the  bar,  and  a 
tensile  strength  not  more  than  5,000  pounds  below  the  minimum 
tensile  strength  required  in  specimen  tests  of  the  grade  of  steel 
from  which  the  bars  are  rolled.  The  bars  will  be  required  to  . 
break  in  the  body ;  should  a  bar  break  in  the  head,  but  develop 
10  per  cent,  elongation  and  the  ultimate  strength  specified,  it 
shall  not  be  cause  for  rejection,  provided  not  more  than  one- 
third  of  the  total  number  of  bars  tested  break  in  the  head. 

VARIATION   IN   WEIGHT. 

(15).  A  variation  in  cross-section  or  weight  of  more  than  zh 
per  cent,  from  that  specified  will  be  sufficient  cause  for  rejection, 
except  in  the  case  of  sheared  plates. 

When  sheared  plates  are  ordered  by  weight,  the  permissible 
variation  shall  not  be  more  than  2^  per  cent,  from  that  speci- 
fied, except  for  plates  i"  to  t%"  thick  (10.2  to  12.75  lbs.  per 
square  foot),  which,  when  ordered  to  weight,  shall  not  average  a 
variation  greater  than  5  per  cent,  above  or  below  the  theoretical 
weight  for  plates  over  75"  wide. 

When  sheared  plates  are  ordered  to  gauge,  the  overweight 
shall  not  exceed  the  percentages  given  in  the  following  table  :  — 

PERCENTAGES  OF  ALLOWABLE  OVERWEIGHTS 

FOR  SHEARED  PLATES  WHEN 

ORDERED  TO  GAUGE. 


Width  of  Plate. 

Thickness  of  Plate. 

Up  to  75  inches. 

75  to  100  inches. 

Over  100  inches. 

I  inch. 

10 

14 

18 

1%    " 
f     " 

8 
7 

12 

10 

16 
13 

6 
5 

8 
7 

10 
9 

4-^ 
4 

6i 
6 

8i 
8 

Over  1  inch. 

3i 

5 

6i 
85 

^ 


THE     PASSAIC     ROLLING     MILL     COMPANY.    215 


COREUOATED    IROK 

Corrugated  iron  is  largely  used  for  roofing  and  siding  of 
buildings  and  can  be  applied  directly  upon  steel  purlins  or 
studding  by  means  of  clips  of  hoop  iron,  placed  not  more  than 
12"  apart,  which  encircle  the  purlin  or  stud.  The  projecting 
edges  at  the  gables  and  eaves  must  be  secured  to  prevent  the 
sheets  being  loosened  or  folded  up  by  the  wind. 

The  usual  dimensions  of  corrugated  iron  are  given  in  the 
subjoined  table.  The  2j  inch  corrugation  is  the  one  gener- 
ally employed  for  roofing  and  siding,  and  the  regular  lengths 
of  sheets  are  6,  7,  8,  9  and  10  ft. 


DIMENSIONS  OF  SHEETS  AND 
CORRUGATIONS. 


Width 

of 

Corrugation. 


2h  inch. 

■••4 


Depth  of 

Cor- 
rugation. 


inch. 


No.  of 
Corruga- 
tions to 
the  Sheet. 


10 


Cov.  width 
after  lapping 

one 
Corrugation, 


24  inch. 

24  « 

25  « 


Width  of 

Sheet  after 

Corrugation. 


26  inch. 
26    " 
26    " 


Length  of 
longest 
Sheets. 


10  ft. 

8  ft. 
8  ft. 


Roofing  is  measured  by  the  square,  equal  to  100  sq.  ft.  of 
finished  roofing  in  place.  The  corrugated  sheets  are  usually 
laid  with  one  corrugation  lap  on  the  sides  and  an  end  lap  of 
6"  for  roofing  and  2"  for  siding. 


NUMBER  OF  SQUARE  FEET  OF  2h"  CORRUGATED 
IRON  REQUIRED  TO  LAY  ONE  SQUARE. 

Side  Lap,  One  Corrugation. 


Length 

of 
Sheet, 
Feet. 


9 
10 


^- 


Length  of  End  Lap. 


1  inch.        2  inch.        3  inch.        4  inch.        5  inch.       6  inch 


110 
110 

no 

109 
109 

108 


112 
111 

110 
110 
110 
109 


114 
113 
112 
112 
112 
110 


116 
115 
114 
113 
113 
111 


118 
117 
115 
114 
114 
112 


120 
118 
117 
115 
115 
113 


-SS 


^' 


■85 


216    THE     PASSAIC     ROLLING     MILL     COMPANY. 


CORRUGATED     IRON    (Continued). 

The  maximum  spans  for  roofing  and  siding  are  as  follows  : 

No.  16.   No.  18.   No.  20.  No.  22.  No.  24.  No.  26.   No.  28. 
Roofing,        5'  9"    5'  0"     4'  3"    4'  0"     3'  &'    3'  0"     2'  9" 
Siding,  TO"    6' 3"     5' 3"    4' 9"     4' 3"     3' 9"     3' 3" 

and  if  used  on  greater  spans  the  excessive  deflection  is  liable 
to  impair  the  tightness  of  the  joints. 

Numbers  20  and  22  are  the  gauges  most  in  use  for  roofs, 
and  number  24  for  siding.  The  sheets  may  be  either  painted 
or  galvanized. 

The  United  States  standard  gauge,  adopted  by  Act  of  Con- 
gress in  1893,  is  in  general  use  by  manufacturers  of  sheet  iron. 
The  following  table  gives  the  thickness  and  weight  of  corru- 
gated iron  in  accordance  with  United  States  standard  gauge. 


z.^o 


16 
18 
20 
22 
24 
26 
28 


aj  en 
a  u 

So  . 

Weight  per 
Sq.  Ft.,  Corru- 
gated, lbs. 

.0625 

2.50 

2.75 

.05 

2.00 

2.20 

.0375 

1.50 

1.65 

.0313 

1.25 

1.38 

.025 

1.00 

1.11 

.0188 

.75 

.84 

.0156 

.63 

.69 

Weight  per  Square  of  100  Square  Feet, 
when  laid,  allowing  6"  lap  in  length,  and 
2|S4"  or  one  Corrugation  in  width  of  sheet, 
for  sheet  lengths  of : 


5'   6' 


331 

264 
198 
166 
134 
101 
83 


325 

260 
195 
163 
131 
100 
82 


7'      8' 


320 
256 
193 
161 
130 
99 
81 


318 
254 

190 
159 

128 
98 
80 


9' 


315 
252 
189 
158 
127 
96 
79 


10' 


311 

249 

187 

156 

126 

95 

78 


-6^-6 

<U  rill 

S  i'  2 
i:  Cut 


2.91 
2.36 
1.82 
1.54 
1.27 
.99 
.86 


TKANSVEKSE  STKENGTH  OF 
COEEUGATED   lEON. 

The  transverse  strength  of  corrugated  iron  may  be  calcu- 
lated in  the  following  manner  : 

/  =  unsupported  length  of  sheet,  in  inches. 

t  =  thickness  of  sheet,  in  inches. 

b  =  width  of  sheet,  in  inches. 

d  =  depth  of  corrugation,  in  inches. 

w  =  safe  uniformly  distributed  load,  in  pounds. 


Then, 


2';,ooo  b  t  d 
w  =  -^ 


fe. 


-88 


^ 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.     217 


Shearing. 

Bearing 

6,000 
7,500 
7,500 
9,000 

12,000 
15,000 
15,000 
18,000 

RIVETS  AND  PINS. 

In  proportioning  riveted  work  the  friction  is  neglected  be- 
tween the  parts  connected  as  it  is  an  uncertain  element.  The 
rivets  must  resist  the  whole  strain  which  is  to  be  transmitted 
from  one  part  to  the  other,  and  they  must  be  of  sufficient  size 
and  number  to  present  ample  resistance  to  shearing,  and  af- 
ford sufficient  bearing  area  so  as  not  to  cause  a  crushing  of 
the  metal  at  the  rivet  holes.  It  is,  therefore,  always  necessary 
to  calculate  rivet  connections  for  shear  as  well  as  for  bearing. 
The  usual  strains,  lbs.  per  square  inch,  allowable  on  riveted 
work  are  as  follows  :  — 

Rivets. 
Iron  rivets,  railroad  bridges, 
Iron  rivets,  highway  bridges  and  buildings, 
Steel  rivets,  railroad  bridges, 
Steel  rivets,  highway  bridges  and  buildings, 

The  following  tables  give  the  shearing  and  bearing  values 
of  rivets,  of  different  diameters,  for  the  above  strains.  Single 
shear  occurs  when  a  single  shearing  across  the  body  of  the 
rivet  suffices  to  produce  separation  of  the  parts  connected ;  as, 
for  instance,  when  a  thick  plate  is  connected  with  another 
single  thick  plate  by  means  of  a  rivet,  the  connection  can  fail 
only  by  a  single  shearing  of  the  body  of  the  rivet.  If,  how- 
ever, the  plates  are  thin  they  may  not  offer  sufficient  bearing 
against  the  rivet  to  prevent  rupture  by  the  rivet  bodily  crush- 
ing the  plates  ;  the  latter  condition  is  determined  by  the  bear- 
ing value  of  the  rivet  upon  the  plates.  If  a  f "  diameter  rivet 
is  used,  and  the  plates  are  only  \"  thick,  by  reference  to  the 
tables,  it  will  be  found  that  the  bearing  value  of  the  rivet  on  a 
^"  plate  is  less  than  its  value  in  single  shear,  and  the  bearing 
value  of  the  rivet  determines  the  strength  of  the  connection. 

Pins  are  subject  to  strains  by  shearing,  bearing  and  bend- 
ing, but  their  resistance  to  the  latter  two,  in  almost  every  case, 
determines  the  size  of  the  pin  to  be  used.  The  usual  allow- 
able strains,  lbs.  per  square  inch,  on  pins  are  as  follows : 

Pins.  Shearing.  Bearing.  Bending. 

Iron  pins,  railroad  bridges,  7,500  12,000  15,000 

Iron  pins,  highway  bridges  and 

buildings,  9,000  15,000  18,000 

Steel  pins,  railroad  bridges,  9,000  15,000  18,000 

Steel  pins,  highway  bridges  and 

buildings,  11,250  18,000  22,500 

The  following  tables  give  the  shearing,  bearing  and  bend- 
ing values  of  pins,  of  different  diameters,  for  the  above  strains. 

88 8§ 


88" 


'88 


THE     PASSAIC     ROLLING     MILL     COMPANY.    219 


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220    THE     PASSAIC     ROLLING     MILL     COMPANY, 


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oo  o  oo 

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CO  OS  lO  1—1  CO 
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1-1  1-1  (7*  (M  CO  CO 


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CO  1>  O  tH  tH  Ci 

00  -«f  CO  CO  lO  00 

i-(  (?>  CO  "^  lO 


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1-1  050  -^  O  00 
rH  1— I  CO  Tf  CO  l> 


rHUJ  «(*  T— I 


-88 


< 

IS 

^ 

THE     PASSAIC      ROLLING 

MILL     COMPANY.     221 

•1 

> 

1— 1 

o 

> 

u5 

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C 

_c 
iT 

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U5 

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0) 

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12500 

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8860 

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9840 

11250 

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ooo  o 

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CO  -^  lO  UO  o 

ec|oo 

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ip  CiCO  l^  o 
i>  CO  O  lO  uO 
CO  -^  lO  CO  t>. 

o  oooo 

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00  -^  CN  Ci  o 
(Ti  CO  "^  "^  to 

-«5 

o  o  o  o  o 
C0  1-^  Cil^  lO 

T-l   Oi  CO  't   (M 

CO  CO-^  lO  CO 

< 

H^ 

oo  oooo 

00  lO  C5  i>  "^  O 
O  (>J  i>  CO  OiiO 
tH  (M  (>)  CO  CO  -^ 

r-l|-* 

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00  O  CO  to  00  o 
00  lO  i-<  1>  CO  o 
rH  (M  CO  CO  Tf  lO 

■ 

1— 1 
P^ 

Single 

Shear  a 

9,ooo  lbs 

per 

Sq.  In. 

o  o  o  o  o  o 

C5  l^  O  J>  rH  O 

C5  1>  J>  C5  -^  O 

rH  (M  CO  lO  1> 

"W)  b  c 
(/2  C 

oo  o  oo  o 

O  CO  l^  C^  1-1  o 

rH  OiO  -^  O  00 
rH  tH  CO  't  CO  i> 

Area 

of 
Rivet, 
Sq.  In. 

O  Ol>  CQiH  lO 
1-1  O  O  Tf  O  00 
tH  1-1  CO  -^  O  i> 

rt 

4)  l-H 

OCO  t^  C^rHlO 
rH  O^  O  -^  O  00 
rH  rH  CO  Tf  CO  J> 

Diameter 

of 

Rivet, 

Inches. 

w|x       ic|»       tJx 

ii 

s 

H»»       Mf*       rH 
mx       ic|x       t~|W 

i 

^! 

4 

5S 

88 

222    THE     PASSAIC     ROLLING     MILL     COMPANY. 

WEIGHT  OF  RIVETS,  AND  ROUND-HEADED 

BOLTS  WITHOUT  NUTS,  PER  100. 

Lengths  from  under  head.                                  1 

Inches.        I 

3.1/ 

s 

)Ia. 

Dia. 

5// 
8 

Dia. 

2." 

4 

Dia. 

r 

Dia, 

1" 

Dia. 

^4 

Dia. 

If 

2 

5.4 
6.2 
6.9 

7.7 

12.6 

13.9 
15.3 
16.6 

21.5 
23.7 

25.8 
27.9 

28.7 
31.8 
34.9 
37.9 

43.1 
47.3 
51.4 
55.6 

65.3 

70.7 
76.2 
81.6 

123. 
133. 
142. 
150. 

2i 
2i 

21         1 
3           1 

8.5 
9.2 
0.0 
0.8 

18.0 
19.4 
20.7 
22.1 

30.0 
32.2 
34.3 
36.4 

41.0 
44.1 
47.1 

50.2 

59.8 
63.0 
68.1 
72.3 

87.1 
92.5 
98.0 
103. 

159. 
167. 
176. 
184. 

3i         1 

3i         1 
3|         1 
4           1 

1.5 
2.3 
3.1 

3.8 

23.5 

24.8 
26.2 
27.5 

38.6 
40.7 

42.8 
45.0 

53.3 
56.4 
59.4 
62.5 

76.5 

80.7 
84.8 
89.0 

109. 
114. 
120. 
125. 

193. 

201. 
210. 
218. 

4i          . 
4i          . 
4f          . 
5 

28.9 
30.3 
31.6 
33.0 

47.1 
49.2 
.51.4 
53.5 

65.6 
68.6 
71.7 

74.8 

93.2 

97.4 
102. 
106. 

131. 
136. 
142. 
147. 

227. 
236. 
244. 
253. 

5i         . 
6 

.... 

55.6 
57.7 
59.9 
62.0 

77.8 
80.9 
84.0 

87.0 

110. 
114. 
118. 
122. 

153. 
158. 
163. 
169. 

261. 

270. 

278. 
287. 

6i 

7 

8 

93.2 
99.3 

106. 

112. 

131. 
139. 
147. 

156. 

180. 
191. 
202. 
213. 

304. 
321. 
338. 
355. 

100 

Heads. 

1.8 

5.7 

10.9 

13.4 

22.2 

38.0 

82.0 

LEN 

GTH   OF  RIVET   SHANK  REQUIRED 

TO  FORM   ONE  RIVET  HEAD. 

All  dimensions  in  inches. 

Grip. 

Button  Head. 

Countersunk  Head. 

Diameter  of  Rivet. 

Diameter  of  Rivet. 

i 

5 

8 

4 

7 

1 

i 

5 

8 

3. 

4 

7 
8 

1 

i  to  1 

li  to  2 
3    to  4 

4ito5 

3. 

8 

« 

1 

H 
li 

If 

H 
If 
H 
If 

If 

If 
If 

u 

If 
If 

If 

If 

H 

n 

2 

5 

¥ 

8 
f 

f 
f 

1- 

f 
i 
1 

f 
i 

8 

1 
1 

f 
1 

n 

8$ 8J 

THE     PASSAIC     ROLLING     MILL     COMPANY.       223 

WEIGHT   OF   100  BOLTS  WITH 

SQUARE  HEADS  AND  NUTS. 

(Hoopes  and  Townsend's  List.) 

Length 

DIAMETER  OF  BOLTS. 

under 

u      J 

to 
point. 

iin.    T^~in. 

fin. 

A' in 

iin. 

fin. 

fin. 

fin. 

1  in. 

lbs.    1    lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

1? 

4.0 

7.0 

10.5 

15.2 

22.5 

39.5 

63.0 

1| 

4.4 

7.5 

11.3 

16.3 

23.8 

41.6 

66.0 

2 

4.8 

8.0 

12.0 

17.4  i    25.2 

43.8 

69-0 

109.0 

163 

2i 

5.2 

8.5 

12.8 

18.5       26.5 

45.8 

72.0 

113.3 

169 

2h 

5.5 

9.0 

13.5 

19.6       27.8 

48.0 

75-0 

117.5 

174 

21 

5.8 

9.5 

14.3 

20.7  I    29.1 

50.1 

78.0 

121.8 

180 

3 

6.3 

10.0 

15.0 

21.8  1    30.5 

52.3 

81.0 

126.0 

185 

3* 

7.0 

11.0 

16.5 

24.0       33.1 

56.5 

87-0 

134.3 

196 

4 

7.8 

12.0 

18.0 

26.2       35.8 

60.8 

93.1 

142.5 

207 

4i 

8.5 

13.0 

19.5 

28.4       38.4 

65.0 

99.1 

151.0 

218 

5 

9.3 

14.0 

21.0 

30.6       41.1 

69.3 

105.2 

159.6 

229 

5i 

10.0 

15.0 

22.5 

32.8       43.7 

73.5 

111.3 

168.0 

240 

6 

10.8 

16.0 

24.0 

35.0  i    46.4 

77.8 

117.3 

176.6 

251 

6i 

25.5 

37.2       49.0 

82.0 

123.4 

185.0 

262 

7 

27.0 

39.4  !    51.7 

86.3 

129.4 

193.7 

273 

7^ 

28.5 

41.6 

54.3 

90.5 

135.0 

202.0 

284 

8 

30.0 

43.8 

59.6 

94.8 

141.5 

210.7 

295 

9 

46.0 

64.9 

103.3 

153.6 

227.8 

317 

10 

48.2 

70.2 

111.8 

165.7 

224.8 

339 

11 

50.4 

75.5 

120.3 

177.8 

261.9 

360 

12 

52.6 

80.8 

128.8 

189.9 

278.9 

382 

Per  in. 

addi- 

1.4 

2.1 

3.1 

4.2 

5.5 

8.5 

12.3 

16.7 

21.8 

tional. 

WEIGHTS  OF  NUTS  and  BOLT-HEADS, 

IN  POUNDS. 

For  Calculating  the  Weight  of  Longer  Bolts. 

Diameter  of  Bolt  in  Inches. 

i 

i 

1 

5 

1 

f 

1 

Weight  of  Hexagon  Nut  and 

Head 

.017 

.057 

.128 

.267 

.43 

.73 

Weight  of  Square   Nut   and 

Head 

.021 

.069 

.164 

.320 

.55 

.88 

Diameter  of  Bolt  in  Inches. 

1  i  n 

li 

If 

2 

2^ 

3 

Weight  of  Hexagon  Nut  and 

Head 

1.10 

2.14 

3.78 

5.6 

8.75 

17 

28.8 

Weight   of  Square   Nut  and 

.    Head 

1.31      2.56  1  4.42 

7.0    10.5 

<?! 

36.4. 

S5 , 1 

\ -^ 

go. 88 

224       THE    PASSAIC     ROLLING    MILL    COMPANY. 

BOLTS   AND  NUTS. 

BOLTS. 

U.  S.  Standard  Screw  Threads. 

NUTS. 

Manufacturers  Standard. 

Diam. 

of 
Bolt, 
Ins. 

No.  of 

Threads 

per 

Inch. 

Diam. 
at  Root 

of 
Thread, 
Inches. 

Area  of 
Body  of 

Bolt, 
Sq.  Ins. 

Area 
at  Root 

of 
Thread, 
Sq.  Ins. 

Hexagon. 

Square. 

Short 

Diam., 

Ins. 

Long 

Diam., 

Ins. 

Side  of 

Square, 

Ins. 

Diag- 
onal, 
Ins. 

20 
18 
16 
14 

.185 
.240 
.294 
.344 

.049 
.077 
.110 
.150 

.027 
.045 

.068 
.093 

i 
5. 

8 

3. 

4 

L 
a 

0.58 
0.72 
0.87 
1.01 

i 

f 

f 

7 

8 

0.71 

0.88 
1.06 
1.24 

Y 

f 

13 
12 
11 
10 

.400 
.454 
.507 
.620 

.196 
.249 
.307 
.442 

.126 
.162 
.201 
.302 

1 

H 
H 
If 

1.15 
1.30 
1.44 
1.59 

1 

li 

n 

1.41 
1.59 
1.77 
2.12 

1 

9 

8 
7 

7 

.731 

.837 
.940 
1.06 

.601 
.785 
.994 
1.23 

.419 

.550 
.694 
.890 

If 
11 

2 

2i 

1.88 
2.02 
2.31 
2.60 

If 

2 

2i 
2i 

2.47 
2.83 
3.18 
3.54 

If 
If 

6 
6 

5f 
5 

1.16 
1.28 
1.39 
1.49 

1.48 
1.77 
2.07 
2.40 

1.06 
1.29 
1.51 
1.74 

2i 
2f 
3 
3i 

2.89 
3.18 
3.46 
3.75 

2f 
3 

3i 
3i 

3.89 
4.24 
4.60 
4.95 

n 

2 

2^ 

5 

4i 
4i 
4 

1.61 
1.71 
1.96 
2.17 

2.76 
3.14 
3.98 
4.91 

2.05 
2.30 
3.02 
3.71 

•3i 
3i 

4i 

4.04 
4.04 
4.33 
4.91 

3f 
4 

4i 
4i 

5.30 
5.66 
6.01 
6.36 

21 
3 

3i 

4 

3i 
3i 

3i 

2.42 
2.63 

2.88 
3.10 

5.94 

7.07 
8.30 
9.62 

4.62 
5.43 
6.51 
7.55 

4i 
4f 
5 
5i 

5.20 

5.48 
5.77 
6.06 

4f 
5 

5i 
5f 

6.72 

7.07 
7.78 
8.13 

3f 
4 

4i 
4-i 

3 
3 

21- 
2f 

3.32 
3.57 
3.80 
4.03 

11.04 
12.57 
14.19 
15.90 

8.64 
10.00 
11.33 
12.74 

6 

7 
7i 

6.93 
7.51 

8.09 

8.58 

6i 

7 

8 

9.19 

9.90 

10.61 

11.31 

4f 
5 

S^ 

21 
2i 

4.25 

4.48 

17.72 
19.63 

14.23 
15.76 

7f 

8 

8.95 
9.24 

8i 
8i 

11.67 
12.02 

88 

THE     PASSAIC     ROLLING     MILL     COMPANY.    225 

MANUFACTURERS  STANDARD, 

SQUAEE   AND   HEXAGON 

HOT-PEESSED  NUTS. 

NUMBER    OF    EACH    SIZE   IN    100   LBS. 

Size  of 

Bolt, 

Inches. 

Number  of 

Number  of 

Size  of 

Bolt, 

Inches. 

Number  of 

Number  of 

Square. 

Hexagon. 

Square. 

Hexagon. 

1. 

4 

6,800 

8,000 

If 

41.0 

56.0 

A 

3,480 

4,170 

li 

31.3 

42.0 

f 

2,050 

2,410 

11 

24.8 

33.4 

1^ 

1,290 

1,460 

If 

19.9 

26.7 

h 

850 

1,020 

1^ 

16.2 

21.5 

tV 

600 

710 

2 

13.4 

22.4 

5. 

440 

520 

2i 

10.7 

17.7 

f 

251 

370 

2i 

8.9 

12.3 

Z 

s 

159 

226 

2f 

7.3 

10.2 

1 

106 

176 

3 

6.2 

8.7 

u 

73 

104 

3i 

4.7 

7.5 

li               54 

75 

3i 

4.0 

6.3 

STANDAED    SIZES   OF  WASHEES. 

NUMBER   IN    100   LBS. 

oize  of  Bolt, 
Inches. 

Diameter  of 
Washer, 
Inches. 

Size  of  Hole, 
Inches. 

Thickness, 
Wire  Gauge. 

Average 

Number 

in  100  lbs. 

i 

f 

5 

16 

13,845 

^ 

I 

3. 

8 

16 

11,220 

3. 

1 

1^ 

14 

6,573 

-iV 

H 

i 

14 

4,261 

1. 

n 

9 

12 

2,683 

9 

n 

5. 

12 

2,249 

5. 

ii 

H 

10 

1,315 

4 

2 

■H 

10 

1,013 

jL 

2i 

H 

9 

858 

1 

2i 

iiV 

9 

617 

H 

2f 

H 

9 

516 

li 

3 

H 

9 

403 

If 

3i 

u 

8 

320 

n 

3i 

If 

8 

278 

n 

3f 

If 

8 

247 

1! 

4 

It 

8 

224 

u 

4i 

2 

8 

200 

2 

4^ 

2^ 

8 

180 

2i 

4* 

2t 

6 

110 

2i 

5 

2f 

6 

91 

28 

^ ■ ^ S8 

■88 


226   THE     PASSAIC     ROLLING     MILL     COMPANY, 


BUCKLE   PLATES. 

Buckle  plates  are  used  for  concrete,  asphaltor  stone  paved  floors 
of  buildings  and  highway  bridges.  The  width  of  the  plates  varies 
from  3  ft.  to  5  ft.,  and  the  thickness  from  i"  to  i".  The  thickness 
should  never  be  less  than  i",  while  tV'  is  the  usual  thickness  for 
bridge  floors. 

Buckle  plates  are  made  in  long  lengths  having  several  buckles 
or  domes  in  each  plate.  They  are  usually  supported  along  the 
two  longitudinal  edges  and  at  the  extreme  ends,  and  should  be 
bolted  or  riveted  to  the  supports,  with  i"  or  3"  bolts  or  rivets 
spaced  not  over  6"  centers.  If  the  ends  of  the  buckle  plates  do 
not  rest  on  supports,  they  should  be  spliced  with  T  iron  or  a 
pair  of  angles  riveted  together. 

The  approximate  total  safe  uniformly  distributed  loads  are 
given  in  the  following  table  for  different  thicknesses  and  sizes  of 
buckle  plates,  well  bolted  down,  calculated  from  the  formula, 

W  =  4  Sdt 
where  W  =  total  safe  uniform  load,  in  lbs.,  on  a  single  square. 
S  =:  allowable  unit  strain,  in  lbs.,  per  square  inch, 
d  =  depth  of  buckle,  inches, 
t  =  thickness  of  plate,  inches. 

TOTAL  SAFE   UNIFORMLY  DISTRIBUTED  LOADS, 
IN  LBS.,  ON  BUCKLE   PLATES. 


Size  of 
Plate. 


Square. 


36" 

Square. 


42" 

Square. 


48" 

Square. 


54" 

Square. 


60" 

Square. 


Thickness, 
in  Inches. 


2  Inches,  Depth  of  Buckle. 


16" 


11,000 

9,100 

7,300 

6,000 

5,000 

16,400 

13,800 

11,800 

10,000 

8,600 

22,200 

19,400 

17,000 

14,700 

12,700 

4,200 

7,300 

11,200 


2h  Inches,  Depth  of  Buckle. 


13,800 

11,300 

9,100 

7,500 

6,300 

20,500 

17,300 

14,800 

12,500 

10,700 

27,600 

24,300 

21,300 

18,400 

15,900 

5,300 

9,200 

13,900 


3  Inches,  Depth  of  Buckle. 


5 
TB' 


16,600 

13,600 

10,900 

9,000 

7,500 

24,600 

20,700 

17,700 

15,000 

12,900 

33,200 

29,000 

25,400 

22,100 

19,100 

6,300 
11,000 
16,700 


88- 


If  the  buckles  are  inverted,  /.  e.,  suspended,  the  safe  loads  will 
be  increased  from  2  to  4  times  that  given  in  the  above  table,  de- 
pending upon  the  size  of  the  plate. 

Buckle  plates  are  preferably  made  of  soft  steel. 


■82 


^- 


-^, 


THE     PASSAIC     ROLLING     MILL     COMPANY.    227 


PASSAIC   BUCKLE   PLATES. 


DIMENSIONS   OF    BUCKLE  PLATES. 


No. 

of 

Plate. 


Buckle. 


L. 


W, 


Depth  of 
Buckle. 

H. 


Number  of 
Buckles  in 
One  Plate. 


Fillets. 

F. 


2'  — 2^' 


2'  — 3V 


1  to8 


2'  — 5" 


3'— 2" 


2'  — 7" 


2'  — 7" 


3'  — 2' 


2'  — 7' 


1  to6 
1  to6 


2'  —  T' 


2" 


1  to6 


3'  — 4" 


1  to6 


3'  — 4"        3'  — 9" 


1  to6 


^o 


Buckles  of  other  dimensions  than  those  given  in  table  may  be  made 
by  special  arrangement. 


■^ 


^ 


ss 

» 

5 

228    THE 

PASSAIC     ROLLING     MILL     COMPANY. 

STANDARD 

SLEEVE  NUTS 

A] 

STD 

UPSETS. 

M ' 

/z  w^h^ 

=^  __ 

XpMBim^ ^ 

=F=:;^ 

i 

^% 

r1 

W^"'""" ''":*" 

■3--<' 

fnliMil 

1  m^ 

H 

1  ^ 

) 

'  llr~"'''  '■■'  ' 

; 

<  - 

i"llnl 

i    \i\ 

\JI/ 

\^f/ 

D 

rME]> 

^---- 

^..  u. 

j^^ 

\ 

x> 

:SIONS   IN 

INCHES. 

u 

o 

o 

-a 

3 

^          Additional 

Diam- 

Side 

O 

04 

S3    . 

l1 

V     . 

2 

(U 

<u 

length  of 

eter  of 

of 

;^ 

5  ^ 

4) 

V    If, 

rodreq'red 
for  one 

o 

D 

o 

11  1) 

o 

^   3 

upset. 

Rods. 

Rods. 

6 

Q 

C 

0) 

h-1 

CO 

c 
o 

^  ft 
6 

1 

o 

n 

5. 

4 

f 

1 

4 

2i 

2f 

8 

8i 

4 

3f 

4f 

7 

i 

n 

4 

2i 

2t 

7 

8i 

5 

3i 

3f 

1 

8 

If 

4i 

2f 

21 

6 

9i 

7 

41 

5 

1 

li 

4i 

21 

3T^ff 

6 

9i 

8 

4i 

4i 

H 

H 

If 

^ 

21 

3A 

5i 

9i 

9 

3f 

3i 

If 

H 

If 

5 

3i 

3f 

5 

lOi 

13 

5i 

4i 

H 

If 

2 

5 

3i 

3f 

4i 

lOi 

13 

4f 

4 

If 

U 

2i 

5 

3f 

4-1% 

4i 

lOi 

1& 

4i 

3i 

i 

If 

2i 

5i 

3f 

4-1% 

4i 

11 

18 

4i 

li 

If 

2f 

5i 

4 

4f 

4 

Hi 

21 

4 

4i 

2 

n 

2i 

5i 

4 

4f 

4 

Hi 

22 

3f 

4 

i 

2i 

n 

2f 

6 

4f 

5f 

4 

12 

29 

3f 

4 

. 

2i 

2 

21 

6 

4f 

5i 

3i 

12i 

33 

4^ 

4i 

\ 

2i 

2i 

3i 

6 

5i 

5}f 

3i 

12i 

40 

5 

4f 

2f 

2i 

3i 

6 

5i 

61 

3i 

12f 

47 

% 

4 

3 

3f 

6 

5i 

6f 

3 

13 

58 

4 

8« 

1 

1 

— 8 

I 

88- 


■8? 


THE     PASSAIC     ROLLING     MILL     COMPANY.     229 


H 


«Q.3l 


< 


OS 


(M 


(M 


1>  CX)  Oi  O 
rH  iH  tH  Oi 


1>  QO  CiO 
rH  T-H  tH  O* 


(>}  CO  '^  lO 


tH  Oi  CC  'Jf 


O  1>  GO  O  Oi 


uO  O  i>  Ci  1-1 


tH  i-H  (>i  CO 
0*(MOiC^ 


iC  O  J>  OD  O 
(M(?iOi04CO 


'O  i>  QO  Oi 


CO  i>  00  Ci 


O  i-H  Oi  CO 
OiOi  Oi  Oi 


O  rH  T-H  Oi 
OiOiOiOi 


rj<  lO  O  00  O 
Oi  Oi  Oi  Oi  CO 


■<*  IC  O  i>  C5 
OiOiOiOi  Oi 


Tf  vo  lO  O  i>  00 


00  '^ 


OI  CO  -^ 


H» 


tH  Oi  CO 


lO  «0  1>  00 


iC  lO  O  1> 


CiOi-HOi    CO'-^Ot'Oi 
THOiOiOl    OiOiOiOiOi 


05  O  i-(  1— I 
iHOiOiOi 


00  oi  O^ 

i-Hl-IOiOi 


•^  lO  lO  :o 


CO  -^  lO  1>  oo 
Oi  OiOiOiOi 


«  Tf  M|^  -h;>j  -iI'n  ^ItJ. 
Oi  CO  -^  ^  00 
OiOiOiOiOi 


00  Oi  O  i-H    Oi  CO  Tji  o  t^ 
tH  rH  Oi  Oi    OiOiOiOiOi 


i>  00  Oi  o 

i-H  1H  T-l  Oi 


r?l-+ CClrl' wl-+ H^^  H'^' 

1-H  Oi  CO  uO  I^ 
OiOiOi  Oi  o> 


OrH  Oi 


CO  -^  UO  o 


CO  -^  to  lO 


05  O  1-H 


*->  e  in 
t)  .3   1) 


OiOi-i 


^^ 


lOfO 


1>  00  OiO 
T-lTHr-IOi 


1-1  Oi  CO  iC  1> 
Oi  OiOiOiOi 


CO  1>  QO  Oi 


O  1>  00  Oi 
1— I  tH  1-H  1— I 


Oi  CO  -^  to 


Oi   Oi 


to  O  l>  00 


CO    CO 

CO   CO 


rH  1— I  Oi  '^  CO 
Oi  OiOiOiOi 


O  iH  Oi  -^  CO 
OiOiOi  OiOi 


O  rH  1— I  CO  to 
Oi  OiOiOiOi 


Hoc 


to 


eo|oo 

to 


-8i 


88- 


-88 


230     THE     PASSAIC     ROLLING     MILL     COMPANY, 


STANDAED  STEEL  EYE  BARS. 

^     si.     L-  H 


R  =  RADIUS  OF  NECK  =  D 


SI     ■ 

iiiiiiiiiii  1 1   inna:--.-*  \, 


w. 


t. 


d. 


S-S. 


L. 


Width  of 

Bar, 
Inches. 


Minimum 

Thickness 

of  Bar, 

Inches. 


Diameter 
of  Head, 
Inches. 


Diameter 
of 

Largest 
Pin  Hole, 

Inches. 


Sectional  Area 

of  Head  on  Lines 

S  —  S  in  excess 

of  that  in  Body 

of  Bar. 


Additional 
Length  of  Bar 
beyond  Cen.  of 
Pin  Hole  to  form 
one  Head,  Ins. 


QJJL 
'^1 1 


42% 
42 


9i 


41 


Ql4 


39 


23i 


4f 


m 


5f 


41 
41 


21 


14i 


42 
42 


26^ 


22 


10 


H 


16 

18 
23 


43 

37i 

40 


40 


NOTES  ON   PASSAIC   STEEL  EYE  BARS. 

Passaic  standard  steel  eye  bars  are  forged  without  the  addition  of  extra- 
neous metal  and  without  welds  of  any  kind,  and  are  guaranteed  under  the 
conditions  given  in  the  above  table  to  develop  the  full  strength  of  the  bar 
when  tested  to  destruction. 

The  maximum  sizes  of  pin  holes,  given  in  the  above  table,  allow  an  excess 
in  the  net  section  of  the  head  over  that  of  the  body  of  the  bar  of  40  per  cent. , 
when  the  thickness  of  the  head  is  the  same  as  the  thickness  of  the  body  of 
the  bar.  The  thickness  of  the  head  is  usually  1-16  of  an  inch  thicker  than  the 
body  of  the  bar ;  and  where  a  number  of  eye  bars  are  to  be  placed  closely 
together,  as  at  a  joint,  the  thicknesses  of  the  heads  should  be  considered 
1-8  of  an  inch  greater  than  the  bodies  of  the  bars  in  order  to  allow  for  the 
increased  thickness  of  the  heads  and  for  the  usual  roughness  of  forged  work. 

Unless  otherwise  specified,  the  steel  manufactured  by  us  for  the  use  of 
eye  bars  is  open  hearth  medium  steel  conforming  with  the  standard  specifi- 
cations of  the  Association  of  American  Steel  Manufacturers. 

All  eye  bars  are  finished  to  length,  and  the  eyes  bored  at  the  specified 
distances,  center  to  center,  according  to  U.   S.   standard  measurements. 

Eye  bars  having  larger  or  smaller  heads  than  the  above  standards  can  be 
furnished  by  special  arrangement. 


$8- 


-8S 


88- 


'SS 


THE     PASSAIC     ROLLING     MILL     COMPANY.    231 


STANDARD  PINS  AND  NUTS. 


^ Q 


— o- 

1 

■^jgj^ 

1 

Ti 

-A." 

■ 

, 

-T 

si 

1 

1 

*.- 

!f  --^- 

-   L.  ^--^ 

G  = 

GEIP. 

L=G+r. 

D. 

T. 

s. 

Diameter 

Diameter 

Length 

Short  Dia. 

Long  Dia. 

Weight  of 

of  Pin, 

of  Thread, 

of  Thread, 

of  Nut, 

of  Nut, 

One  Nut, 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Lbs. 

li% 

1 

n 

If 

2 

^'^"^    ,  , 

1 

// 

If 

2 

,.1'^" 

H 

// 

3i 

3f 

1.5 

IH 

H 

// 

3-1 

3f 

1.5 

2fV 

li 

li 

3i 

3f 

1.5 

^"^"^  .. 

If 

// 

3i 

3f 

1.5 

2H 

2 

// 

3f 

4i 

2.5 

2ii 

2i 

// 

4i 

5i 

3.0 

^3,^ 

2i 

li 

4| 

5i 

2.8 

3r(j 

2i 

// 

4i 

5i 

2.8 

,.^'^- 

2f 

// 

4f 

5i 

3.0 

3|f 

3 

// 

4f 

5i 

3.0 

4f 

3^ 

n 

5i 

6i 

3.8 

4f 

3i 

n 

5i 

6i 

3.8 

4^ 

4 

II 

6 

7 

6.7 

5t 

4 

2 

6 

7 

6.7 

5i- 

4 

2 

7 

8 

9.1 

7 

5 

2i 

8 

9i 

12.0 

8 

6 

2i 

lOi 

12 

22.8 

9 

7 

2i 

lOi 

12 

18.8 

5 

1 

•<= 

82 ^ 

232   THE     PASSAIC     ROLLING     MILL     COMPANY. 



DP     ( 

^SAIC   STANDARD  CLEVISES. 

^ 

W 

^^lU  1 

—  ==^ 

=-?;^r-^ 

Jill 

JIJIV 

IB  = 

=  il 

ffk  ^^ 

^r^-  -                  — t^i^^i^a 

II  ll 

.ilill> 

\^ — ^ 
1 

i 

^L-*S^                                                                     1 

The  distance  X  can  be  varied  to  suit  connections. 

Num- 
ber 
of 

Clevis. 

Side 

of 

Square 

Bar, 
inches. 

u 

D 

P 

L 

W 

T 

S 

Weight 
of 

one 
Clevis, 

lbs. 

Upset 

for 
Square 

Bar. 

Diam- 
eter 
of 
Eye, 

inches. 

Diam- 
eter 
of 
Pin, 

inches. 

Length 

of 
Fork, 
inches. 

Width 

of 
Fork, 
inches. 

Thick- 
ness 
of 
Fork, 

inches. 

Length 

of 
Thread 
inches. 

1< 

1 

H 

^ 

li 

If 

>4i 

2-1^^ 

6i 

2 

5. 

« 

2i 

12 

< 

H 

H 

^ 

i 

If 

2 

21 

jsi 

21^ 

7 

2i 

4 

2i 

20 

c 

If 

2f 

>l 

3< 

If 

2i 

>6i 

211 

8 

3 

8 

3 

28 

'^ 

li 

21 

J 

'{ 

2 

2i 

2i 
3i 

)' 

3-,^ 

9 

3i 

1 

3i 

45 

Passaic  clevises  are  proportioned  to  develop  the  full  strength 

of  iron  or  steel  bars  of  the  sizes  given. 

The  size  of  pin  given  is  the  maximum  for  each  size  of  clevis 

when  the  largest  bar  is  used. 

cf                                                                              «i 

^■ 


THE     PASSAIC     ROLLING     MILL     COMPANY.    233 


LINEAL  EXPANSION 
OF  SUBSTANCES  BY  HEAT. 

To  find  the  increase  in  the  length  of  a  bar  of  any  material 
due  to  an  increase  of  temperature,  multiply  the  number  of 
degrees  of  increase  of  temperature  by  the  coefficient  for  ioo° 
and  by  the  length  of  the  bar,  and  divide  by  one  hundred. 


NAME  OF  SUBSTANCE. 


Aluminum  (cast) 

Brass  (cast)  

Brick 

Bronze 

Cement,  Portland 

Concrete 

Copper 

Glass,  flint 

Granite 

Gold,  pure 

Iron,  wrought 

**     cast . . 

Lead   

(  from 

Marble  < 

Masonry,  brick  I 

Mercury  (cubic  expansion) 

Sandstone    

Silver,  pure   

Slate  

Steel,  cast  : 

"      structural 

"      tempered 

Tin    

Wood,  pine 

Zinc 


fe- 


Coefficient 

for  ioo° 
Fahrenheit. 


.001234 

.000957 
.000306 
.000986 
.000594 
.000795 
.000887 
.000451 
.000438 
.000786 
.000648 
.000556 
.001571 
.000308 
.000786 
.000256 
.000494 
.009984 
.000652 
.001079 
.000577 
.000636 
.000663 
.000689 
.001163 
.000276 
.001407 


Coefficient  for 
i8o°  Fahrenheit, 

or 
ioo°  Centigrade 


.00222 
.00172 
.00055 
.00177 
.00107 
.00143 
.00160 
.00081 
.00079 
.00142 
.00117 
.00100 
.00283 
.00055 
.00142 
.00046 
.00089 
.01797 
.00117 
.00194 
.00104 
.00114 
.00119 
.00124 
.00210 
.00050 
.00253 


■^ 


88 

8? 

234     THE     PASSAIC     ROLLING     MILL     COMPANY. 

AEEAS  AND  WEiaHTS  of  SQUAEE  and 

EOUND  STEEL  BAES. 

D    tfi 

D 

o      1 

h 

A 1— 1 

D 

O 

Area. 

Weight 

Area. 

Weight 

Area. 

Weight 

Area. 

Weight 

h"^ 

per  ft. 

per  ft.    1 

H 

per  ft. 

per  ft. 

0 

1 

2 

4.000 

13.60 

3.142 

10.68 

tV 

0.004 

0.013 

0.003 

0.010 

-h 

4.254 

14.46 

3.341 

11.36 

8 

.016 

.053 

.012 

.042   i 

4.516 

15.35 

3.547 

12.06 

-h 

.035 

.119 

.028 

.094; 

A 

4.785 

16.27 

3.758 

12.78 

\ 

.062 

.212 

.049 

.167 

i 

5.063 

17.22 

3.97613.521 

-h 

.098 

.333 

.077 

.261 

A 

5.348 

18.19 

4.200 

14.28 

8 

.141 

.478 

.110 

.375 

t 

5.641 

19.18 

4.430 

15.07 

1^ 

.191 

.651 

.150 

.511 

-h 

5.941 

20.20 

4.666 

15.86 

2 

.250 

.850 

.196 

.667 

\ 

6.250 

21.25 

4.909 

16.69 

r\ 

.316 

1.076 

.248 

.845; 

9 

6.566 

22.33 

5.157 

17.53 

1- 

.391 

1.328 

.307 

1.043 

5 

8 

6.891 

23.43 

5.412 

18.40 

ii 

.473 

1.608 

.371 

1.262 

^ 

7.223 

24.56 

5.673 

19.29 

3. 

4 

.562 

1.913 

.442 

1.502 

^ 

7.563 

25.71 

5.940 

20.20 

•ft 

.660 

2.245 

.518 

1.7631 

If 

7.910 

26.90 

6.213 

21.12 

i 

8 

.766 

2.603 

.601 

2.044 

^- 

8.266 

28.10 

6.492 

22.07 

II 

.879 

2.989 

.690 

2.347 

if 

8.629 

29.34 

6.777 

23.04 

1 

1.000 

3.400 

.785 

2.670 

3 

9.000 

30.60 

7.069 

24.03 

-h 

1.129 

3.838 

.887 

3.014 

-h 

9.379 

31.89 

7.366 

25.04 

i 

1.266 

4.303 

.994 

3.379 

1 

8 

9.766 

33.20 

7.670 

26.08 

^ 

1.410 

4.795 

1.108 

3.766 

'h 

10.16 

34.55 

7.980 

27.13 

i 

4 

1.563 

5.312 

1.227 

4.173 

i 

10.56 

35.92 

8.296 

28.20 

I^T 

1.723 

5.857 

1.353 

4.600 

■re- 

10.97 

37.31 

8.618 

29.30 

f 

1.891 

6.428 

1.485 

5.049 

i^ 

11.39 

38.73 

8.946 

30.42 

1^ 

2.066 

7.026 

1.623 

5.518| 

-h 

11.82 

40.18 

9.281 

31.56 

i 

2.250 

7.650 

1.767 

6.008 

\ 

12.25 

41.65 

9.621 

32.71 

tk 

2.441 

8.301 

1.918 

6.5201 

9 

12.69 

43.14 

9.968i33.90| 

f 

2.641 

8.978 

2.074 

7.051' 

5 

13.14 

44.68 

10.32 

35.09 

f^ 

2.848 

9.682 

2.237 

7.604 

]  6 
\ 

13.60 

46.24 

10.68 

36.31 

^ 

3.063 

10.41 

2.405 

8.178 

14.06 

47.82 

11.05 

37.56 

■ft 

3.285 

11.17 

2.580 

8.773' 

If 

14.54 

49.42 

11.42 

38.81 

^ 

3.516 

11.95 

2.761 

9.388 

1.  ' 

15.02 

51.05 

11.79 

40.10 

f4 

3.754 

12.76 

2.948 

10.02 

1  h 

T(3 

15.50 

52.71 

12.18 

41.40 

2S 

n 

88 


THE 

PASSAIC     ROLLING 

MILL 

COMPANY. 

235 

AREAS  AND  WEIGHTS  of  SQUAEE  and 

ROUND  STEEL  BARS 

(Continued). 

I)  w 

D 

o 

.  ^  1— 1 

D 

o 

Area. 

Weight 

Area. 

Weight 

Area. 

Weight 

Area. 

Weight 

h 

per  ft. 

per  ft.     j_| 

per  ft. 

per  ft. 

4 

16.00 

54.40 

12.57 

42.73    6 

36.00 

122.4 

28.27 

96.14 

1 

16.50 

56.11 

12.96 

44.07 

1 

8 

37.52 

127.6 

29.47 

100.2 

1 

17.02 

57.85 

13. 36;  45. 44 

1. 

4 

39.06 

132.8 

30.68 

104.3 

-i^ 

17.54 

59.62 

13.77 

46.83 

3 

8 

40.64 

138.2 

31.92 

108.5 

i 

18.06 

61.41 

14.19 

48.24 

2 

42.25 

143.6 

33.18 

112.8 

18.60 

63.23 

14.61 

49.66 

.5 

8 

43.89 

149.2 

34.47 

117.2 

3. 

19.14 

65.08 

15.03|51.11    f 

45.56 

154.9 

35.79 

121.7 

-iV 

19.69 

66.95 

15.47 

52.58:      i 

.47.27 

160.8 

37.12 

126.2 

J, 
2 

20.25 

68.85 

15.90'54.07'  7 

49.00 

166.6 

38.49 

130.9 

20.82 

70.78 

16.35  55.59 

4 

52.56 

178.7 

41.28 

140.4 

5 

21.39 

72.73 

16. 80  57.12; 

1 

2 

56.25 

191.3 

44.18 

150.2 

ii. 

16 

21.97 

74.70 

17.26 

58.67J     f 

60.06  204.2 

47.17 

160.3 

3. 

4 

22.56 

76.71 

17.72  60.25'  8 

64.00  217.6 

50.27 

171.0 

IF 

23.16 

78.74 

18.19  61.84       i 

68.06|231.4 

53.46 

181.8 

7 

23.77 

80.81 

18.67,63.46    i 

72.25  245.6 

56. 75;  193.0  | 

It 

24.38 

82.89 

19.15  65.10 

f 

76.56  260.3 

60.13 

204.4 

5 

25.00 

85.00 

19.64  66.76 

9 

81.00  275.4 

63.62 

216.3 

l^T 

25.63 

87.14 

20.13  68.44 

} 

85.56,290.9 

67.20 

228.5 

26.27 

89.30 

20.63  70.14' 

1 

9 

90.25 

306.8 

70.881241.0 

-^ 

26.91 

91.49 

21.14  71.86       f 

95.06 

323.2 

74.66  253.9 

J. 
4 

27.56 

93.72 

21.65  73.60    10 

100.0 

340.0 

78.54  267.0 

1  (J 

28.22 

95.96 

22.17|75.37i|     ^ 

105.1 

357.2 

82.52  280.6 

1 

28.89 

98.23 

22.6977.15!  i 

110.3 

374.9 

86.59  294.4 

1^ 

29.57 

100.5 

23.22  78.95       f 

115.6 

392.9 

90.76 

308.6 

i 

30.25 

102.8 

23.7680.77 

11 

121.0 

411.4 

95.03 

323.1 

9 

30.94 

105.2 

24.30  82.62 

i 

126.6 

430.3 

99.40 

337.9 

5 

31.64 

107.6 

24.85  84.491 

i 

132.3 

449.6 

103.9 

353.1 

n 

32.35 

110.0 

25.41 

86.38 

f 

138.1 

469.4 

108.4 

368.6 

2. 

4 

33.06 

112.4 

25.97 

88.29 

12 

144.0 

489.6 

113.1 

384.5 

1  3 

33.79 

114.9 

26.54  90.22; 

34.52 

117.4 

27.1192.17! 

if 

35.25 

119.9    27.6994.14 

88 

58 ^ 28 

236   THE     PASSAIC     ROLLING     MILL     COMPANY. 

WEIGHTS  OF  STEEL  FLATS, 

PER  LINEAL  FOOT. 

Thickness, 
in  Inches. 

1" 

IV 

U" 

1%" 

2" 

2\" 

2k" 

21" 

3" 

tV 

.21 

.26 

.32 

.37 

.43 

.48 

.53      .58 

.63 

JL      ^ 

.42 

.53 

.64 

.75 

.85 

.96 

1.06 

1.17 

1.28 

1% 

.63 

.79 

.96 

1.11 

1.28 

1.44 

1.59 

1.75 

1.91 

X 

4 

.85 

1.06 

1.28 

1.49 

1.70 

1.91 

2.12 

2.34 

2.55 

-h 

1.06 

1.33 

1.59 

1.86 

2.12 

2.39 

2.65 

2.92 

3.19 

3. 

1.28 

1.59 

1.92 

2.23 

2.55 

2.87 

3.19 

3.51 

3.83 

'h 

1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

4.46 

i 

1.70 

2.12 

2.55 

2.98 

3.40 

3.83 

4.25 

4.67 

5.10 

1^ 

1.92 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

5.74 

f 

2.12 

2.65 

3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

6.38 

H 

2.34 

2.92 

3.51 

4.09 

4.67 

5.26 

5.84 

6.43 

7.02 

2.55 

3.19 

3.83 

4.47 

5.10 

5.75 

6.38 

7.02 

7.65 

tI 

2.76 

3.45 

4.14 

4.84 

5.53 

6.21 

6.90 

7.60 

8.29 

^ 

2.98 

3.72 

4.47 

5.20 

5.95 

6.69 

7.44 

8.18 

8.93 

•ii 

3.19 

3.99 

4.78 

5.58 

6.38 

7.18 

7.97 

8.77 

9.57 

1 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

10.20 

1-iV 

3.61 

4.52 

5.42 

6.32 

7.22 

8.13 

9.03 

9.93 

10.84 

li 

3.83 

4.78 

5.74 

6.70 

7.65 

8.61 

9.57 

10.52 

11.48 

1t^ 

4.04 

5.05 

6.06 

7.07 

8.08 

9.09 

10.10 

11.11 

12.12 

U 

4.25 

5.31 

6.38 

7.44 

8.50 

9.57 

10.63 

11.69 

12.75 

1-1^6- 

4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16 

12.27 

13.39 

If 

4.67 

5.84 

7.02 

8.18 

9.35 

10.52 

11.69 

12.85 

14.03 

ll^ 

4.89 

6.11 

7.34 

8.56 

9.78 

11.00 

12.22 

13.44 

14.66 

u 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

15.30 

1-1% 

5.32 

6.64 

7.97 

9.30 

10.63 

11.95 

13.28 

14.61 

15.94 

If 

5.52 

6.90 

8.29 

9.67 

11.05il2.43 

13.81 

15.19 

16.58 

If? 

5.74 

7.17 

8.61 

10.04 

11.4712.91 

14.34 

15.78 

17.22 

If 

5.95 

7.44 

8.93 

10.42 

11.90 

13.40 

14.88 

16.37 

17.85 

ItI 

6.16 

7.70 

9.24 

10.79 

12.33 

13.86 

15.40 

16.95 

18.49 

11 

6.38 

7.97 

9.57 

11.15 

12.7514.34 

15.94 

17.53 

19.13 

lit 

6.59 

8.24 

9.88 

11.53 

13.1814.83 

16.47 

18.12 

19.77 

2 

6.80 

8.5010.20 

11.90 

13.6015.30 

17.00 

18.7020.40  1 

8S 

1         1         52 

THE     PASSAIC     ROLLING     MILL     COMPANY.    237 

WEIGHTS  OF  STEEL  FLATS, 

PER  LINEAL  FOOT 

(Coyitimied). 


Thickness, 
in  Inches. 


8" 


9" 


10' 


1 


■h 


.75i  .85;  .96 
1.49  1.70!  1.92 
2.23  2.55  2.87 
2.98   3.40   3.83 


1.06 
2.13 
3.19 
4.25 


1.28  1.49 
2.55i  2.98 
3.83|  4.46 
5.10   5.95 


1.70 
3.40 
5.10 

6.80 


1.91 
3.82 
5.74 
7.65 


2.13 
4.25 

6.38 

8.50 


-h 


'h 


3.72 
4.47 
5.20 
5.95 


4.25!  4.78  5.31 
5.10  5.74  6.38 
5.95   6.70   7.44 

6.80!  7.65!  8.50 


6.38'  7.44 

7.65!  8.93 

8.9310.41 

10.2011.90 


8.50 
10.20 
11.90 
13.60 


9.56 
11.48 
13.40 
15.30 


10.62 
12.75 

14.88 
17.00 


JUL 

16 


6.70  7.65  8.61|  9.57 
7.44  8.50  9.5710.63 
8.18  9.3510.5211.69 
8.9310.2011.4812.75 


11.4813.39 
12.7514.87 
14.0316.36 
15.3017.85 


15.30 

17.00 
18.70 
20.40 


17.22 
19.13 
21.04 
22.96 


19.14 
21.25 
23.38 
25.50 


14 

l6 


9.6711.0512.4313.81 
10.4111.9013.3914.87 
11.1612.7514.3415.94 
11.9013.6015.3017.00 


16.5819.34 

17.85  20.83 
19.13  22.32 
20.40  23.80 


li 
li 


12.65  14.4516.26118. 06 
13.3915.3017.2219.13 
14.1316.1518.17  20.19 
14.8717.0019.13  21.25 


21.68  25.29 
22.95  26.78 
24.23  28.26 
25.50  29.75 


If 
1* 


1^ 


15.6217.8520.08  22.32 
16.3618.70  21.04  23.38 
17.1019.8521.99  24.44 
17.8520.40  22.9525.50 


26.78  31.23 

28. 05:32. 72 
29.33  34.21 
30.60l35.70 


22.10 

23.80 
25.50 
27.20 


24.86 
26.78 
28.69 
30.60 


27.62 
29.75 
31.88 
34.00 


28.90  32.52 
30.60  34.43 


32.30 
34.00 


35.70 
37.40 
39.10 
40.80 


36.34 

38.26 


36.12 

38.25 
40.38 
42.50 


40.16 
42.08 
44.00 
45.90 


44.64 
46.75 

48.88 
51.00 


1^, 
If 


1    9 

■•■16 


18.60  21.25  23.9126.57 
19.34  22.10  24.87  27.63 

20.08  22.9525.82  28.69 
20.83  23.80  26.78  29.75 


31.88  37.19 
33.15  38.67 
34.43  40.16 
35.7041.65 


42.50 
44.20 
45.90 

47.60 


47.82 
49.73 
51.64 
53.56 


53.14 
55.25 

57.38 
59.50 


115. 
■•■16 


21.57  24.65  27.73  30.81 
22.3125.50  28.69  31.87 
23.06  26.35  29.64  32.94 
23.80  27.20  30.60  34.00 


36.9843.14 
38.25  44.63 
39.53  46.12 


49.30  55.46  61.62 
51.00  57.38  63.75 


52.70 


40.80  47.60l54.40 


59.29  65.88 
61.20  68.00 


■S8 


88 88 

238     THE      PASSAIC      ROLLING     MILL     COMPANY. 

O 

O 

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m 

EH 

Pm 
h^ 

GQ 

O 
m 

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II 

w(2    «i2 

-1»      H^ 

8§ 

-8S 


THE     PASSAIC     ROLLING     MILL     COMPANY.    239 


EH 

O 

O 


Ph 
EH 

;^ 
o 

ZQ 
I— I 


H-# 


CO 


^ 
^ 


o 


00 
CO 


CO 


CO 


o 

CO 


05 


00 


CO 


i>  lO  1-1  C5 

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00  Oi  o  c^ 
th  ci  ;7i  3^ 


CO  i>. 


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rH  rH  (?i  C^ 


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1-1  CO 
lOOO 


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rf  l>  00  O 
1-1  -^  i>  rH 

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Ot  lO  00  o 


o:  O)  O  (M 
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cjod  odi> 

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CO  "*  rH  Ci 

00  -^  o  to 

(M  CO  '*  "^ 


04  CO  O  so 

to  O  to  rH 

to  rH  CO  Oi 
rH  rH  (M 


CO  CO  X  o 
CO  T-l  CO  CO 

l>  CO  TO  "^ 
CO  CO  CO  -^ 


'^  l>.  rH  X 

CO  CO  rH  X 

rH  1>  CO  00 

to  to  CO  CO 


X  CO  l^  o 
to  CO  O  00 

■^  O  CO  rH 
J>  X  X  Ci 


CO  -^  X  CO 
l>  CO  t^  CO 

ci  to  O  CO 
■^  lO  CO  CO 


CO  CO  X  O 
X  CO  X  '^ 

rH  l>  CO  00 
l>.  1>  X  X 


.« 


8S- 


■88 


240     THE     PASSAIC      ROLLING     MILL     COMPANY. 


S8. 


o 
o 

o 
M 

I— I 


!> 


O 


00 
CD 


CO 
CO 


CO 


CD 


O 

CD 


00 


CO 


JO 


o 


00 


H  "^.S 


O  CQ  CO  "^ 
i-H  CO  •'^  o 


rH  {M  CC  CO 
rH  C<(  CO  -^ 


O  T-H  i-H  Oi 


O  O  CM  00 


CO  -^  -^  lO 
lO  CO  J>  00 


i>  (M  i>  CO 

C^  CO  CO  -"^ 


"^  O  O  !M 

■^  CO  t>-  Oi 


CO  CO  i>  GO 
Oi  O  rH  <M 


00  CO  Ci  '^ 
■^  lO  O  CO 


i>i  CO  Oi  iC 
O  (M  CO  UO 


(Ti  (M  ©KM 


00  Oi  o  o 
CO  -^  CO  l> 


Ci  lO  O  lO 
CO  1>  00  00 


CO  CO  O  (M 
1>  -^^  <?*  05 

to  1-3 1>  c<i 

tH  CO  "^  CO 


05  Oi  Oi  00 
C<HjO  C5  rH 

lO  O  O  rH 
rH  CO  rf  CO 


CO  (M  -^  -^ 

00  i>  CO  ^ 

•^  Oi  -^  Ci 

l-l(^^  ^  lo 


■^  GO  CO  O 
f  00  CO  i> 

■^'  00  co'  t>.' 

T-H  (M  -^  lO 


(M  ■^  00  00 

o  o  oo 

-^  00  0^  CO 
tH  (M  -^  to 


0)0 

CO  "^  tH  00 

00  -^  O"  lO 
J>  05  i-H  Oi 


lO  C^  O  1> 

1-H  1>  CO  00 

-^  UO  i>  QO 


-^^  C<1  Oi  CO 
'^  O  lO  r-I 
O  C^  CO  lO 
Oi  CM  lOJ  Oi 


00  -^ 

"<*  00  Oi  "^ 

CO  th  i>  oi 

J>  OiO  Oi 


00  O  CO  1> 

J>  CO  00  CO 

CO  lO  CO  00 


Oi  00 

CO  Oi  r-J  O 

■^  05  ''f  05 

1>  00  O  i-H 


■^  Oi 

Oi  i>  1-1  CD 

oi  CO  i-H  lo 

1>  00  O  rH 


Oi  i>  CO  CO 

CO  00  CO  00 
CO  -^  CO  t^ 


rH  lO  Oi  -^ 

O  -^  00  co' 
CO  '^  lO  l^ 


Oi  Oi  lO  00 

00  TJH  Oi  ''t 
Oi  rH  Oi  Tf 
rH  !7iO{  Oi 


■^_  CO  OiO 

CO  00  CO*  00 
OiO  Oi  CO 
rH  OiOiOi 


00  -^  00  Oi 
i>^  oi  CO  rH 

00  O  rH  CO 
rH  Oi  OiOi 


00  CO  CO 
O  rH  rH  Oi 

o  -^00  oi 

i>.  00  Oi  rH 


o  o  o  o 

CO  Oi  00  -^ 

CO  r>  o  "^ 

rH  Oi  -^  lO 


00  CO  O  Oi 
rH  CO  lO  l^ 

CO  CO  oi  oi 

rH  Oi  CO  lO 


to  o  -^  o 

1>  to  Oi  o 

oi  to  00  rH 
rH  Oi  CO  tO 


Oi  -^  CO  00 

CO  CO  Oi  Oi 

Oi  -^  CD  oi 

rH  Oi  CO  -^ 


O  O  00  o 
Oi  00  CO  CO 

rH  CO  to  l> 
rH  Oi  CO  -^ 


l>  CO  O  Oi 
■^  Oi  '^  Oi 

rH  oi  -^  to 
rH  Oi  CO  -^ 


to  OiOirJH 

O  tH  rH  Oi 

T-H  oi  CO  Ti5 

rH  Oi  CO  -^ 


CO  CO  Oi  Oi 
CO  Oi  Oi  to 

O  rH  rH*  0^ 
rH  Oi  CO  "^ 


o  o  -^  o 

Oi  '^  CO  GO 

o  o  o  o 

rH  0>  CO  -^ 


ooo 
o  CO  oioq 

00  rH  lO  00 

CO  00  OiO 


Oi  Oi  OI  CO 

CD  O  '^'  QO' 
Oi  "^  to  CO 


rf  O  CO  Oi 

oi  CO  oi  CO 

Oi  CO  •>*  CO 


00  00  ■<* 
00  O  Oi  -^ 

to  oi  oi  to 

CO  J>  Oi  o 


CO  CD  00 
J>  to  Oi  o 

CO  co'  oioi 

CO  !■>•  GO  O 


O  O  GO  CO 
CO  O  Oi  to 

rH  -^  CO  00 
CD  1>  00  Oi 


cooq  ooi 

00  rH  to  00 
rH  CO  -*  to 


00  to  CO  rH 

-*  J>  O  CO 
rH  0>  -^  to 


O  (7i  to  Oi 

rH  CO  to  l-^ 
rH  Oi  CO  "* 


rH  ■"*  O  O 
to  -^^  CO  Oi 

Oi  rH  CO  tO 
to  J>  GO  Oi 


CO  00  -^  -^ 
CO  GO  CO  00 

1>  00  O  rH 
to  CO  GO  Oi 


"^  Oi  1>  o 
Oi  CO  CO  -^ 

to  CO  i>  00 
to  CO  1>  00 


Oi  CO  O  CO 
1-*  l>  "^  o 

CO  CO  -^  to 
to  CO  l>-  GO 


•^  o  -^  o 

O  Oi  -^  CO 


to  CO  l^  00 


Hs   ^ 


rH  O  Oi  00 

1^  oi  o  oi 

O  rH  CO  -^ 


coi>;OiGq 

CO  rf  CD  J> 
O  rH  Oi  CO 


CO 

■^  to  CO  CO 

oi  O  rH  oi 
Oi  rH  Oi  CO 


Oi 

CO  Oi  Oi  to 

to  CO  CO  t>^ 

Oi  O  rH  0> 


CO  rj|  Tt  Tf 
oi  CO  O  Tj5 

GO  OirH  0> 
rH  rH  OJ  Oi 


GO  -^  O  CO 

CD  O  -^  t> 
1>  Oi  O  rH 
rH  rH  Oi  Oi 


Oi  Tf  CO  GO 

rH  -r^  l>  O 

l>  00  Oi  rH 


J>  tOCOO 
td  00  rH  -^" 

CD  i>  OiO 

1-^    T-i    T-^    ^ 


Oi  CDOiOi 

o  oi  -^  j> 

CD  l>  GO  Oi 


1>  CO  lO"^^ 

rt  CO  GO  O 
to  CD  1>  Oi 


OiJ>OiCO 

oio  oi  CO 

rf  O  t^  00 


CO  t>;  00  X 

CO  -^  to  CO 
Tj<  to  CO  1> 


i-i^  00  ■<*  o 

00  GO*  oi  o' 
CO  -^  to  l>' 


00  O  Oi  Tf 

rH  o?  oi  oi 

Oi  O  rH  Oi 


-i;:; 


CD  oqo  Oi 
oi  Oi  CO  CO* 

CO  -^  to  CO 


ccto       ir.fi 


-as 


S8" 


•88 


THE     PASSAIC     ROLLING     MILL     COMPANY.    241 


'« 


O 

O 


O 
W 


O 

o 


00 
05 


CO 
0) 


Oi 


05 


o 

05 


00 


CD 
00 


00 


00 


O 

00 


00 


CO 


H  °  S 


!>•  li^  tH  Oi 

P^  l>.  T-(  'a* 


O  C^  O  GO 

ao  (M  o  Oi 
1-H  (TJ  <??  (^i 


lO  Oi  05  l^ 
CO  1>  O  "^ 

CO  CO  -^  Tt 


■^  o 

00  Oi 


GO  to 


•^  lO  lO  tO 


Oi  •^  O  TO 
CO  O  Oi  Oi 

Oi  Oi  CO  o 
lO  Oi  Oi  uO 

r4  1-H  oi  oi 

l^  Oi  rH  CO 
00  rH  lO  00 

oi  CO  CO*  CO 

•^  l>.  GO  O 
rH  Tt  i>  rH 

rf  ■«*  -^  lO 

1>C0  c  o 
Oi  lO  00  o 

CO  Oi  O  Oi 
CO  lO  GO  r-J 

1-H  1-H  rH  oi 

OiuO  Oi  Oi 

CO  O  OirH 

oi  oi  oi  CO 

to  Oi  OilO 
■^  i>  Oi  Oi 
CO  CO  CO -rf 

in 

T-i  CO  -^  uO 
Oi  ■*_  O  00 

O  GO  OiO 

O  Oi  ^^  i>. 

1— 1  1— H  T— 1  1— 1 

Oi  Oi  -^  to 

Oi  rH  CO  lO 

rH  oi  oi  oi 

^  GO  Oi  O 
i>  Oi  rH  Tl< 

oioico  CO 

O  Oi  ■*  -^ 

Oi  to  00  o 

rH  oi  CO  to 
Oi-^OQO 


0|  to  00  o 

CO  1>  QC)  O 
O  Oi  -^  i> 


Oi  to  00  o 

rH  oi  CO  to 

Oi  1— I  CO  to 
rH  Oi  Oi  Oi 


Oi  toi>  o 

O  J>  GO  O 
1>  Oi  rH  ■>* 

Oi  Oi  CO  CO 


rj<  iGO  O  «D 
00  CO  to  CO 

O  rH  oi  CO* 

oi"^  «:ioo 


rH  O  00  CO 

■^  id  to  cc 

O  Oi  '^i  CO 


■^  Oi  rH  O 

J>  GO  oi  o 

QOO  Oi  to 
rH  OiOiOi 


CO  to  "^^  Oi 

O*  rH*  oi  CO 
i>  Oi  rH  CO 
O^  Oi  CO  CO 


O  O  GO  O 
"*_  X  Oi  CO 

O  O  rH  rH 
Oi  -^  CO  GO 


O  Oi  Oi  GO 
O  Oi  Oi  Oi 

O  Oi  Ci  Oi 
Oi  CO  to  1> 


rH  -^  Oi  Oi 

oi  oi  oi  CO* 
o  Oi  rr  CO 


i>  O  to  00 

CO*  ■^*  '*  -^ 
GO  O  Oi  '^ 
rH  Oi  OiOi 


Oi  CO  O  -"^ 

td  td  CD  CO 

CO  GO  O  Oi 
Oi  Oi  CO  CO 


Oi 

Oi  Oi  Oi  00 

Oi  Oi  Oi  Oi 

Oi  rH  CO  tO 


00  00  00  00 

Oi  Oi  Oi  Ci 

l^  Oi  rH  CO 
tH  rH  Oi  Oi 


CO  CO  i>  CO 
Oi  Oi  Oi  Oi 

to  t>-  Oi  rH 

Oi  Oi  Oi  CO 


lO' 
tO' 


GO  Oi 
to  Oi 


Oi  Ci  GO  00 
rH  CO  UO  i> 


CO  CO  CD  Oi 
rH  Oi  CO  to 

oi  GO  1>  CO 
rH  CO  tO  l^- 


CO 

J>  T*  Ci  -"t 

t^  l>^  CO  CO 

Oi  rH  CO  tO 


o 

CO  oqoio 

td  "^  CO  CO 

Oi  rH  CO  to 


O  to  rH  CO 

CO  id  td  -^ 

i>  Oi  rH  CO 
rH  rH  Oi  Oi 


rH  CO  -^  to 

oi  rH  O  oi 
i>  Oi  rH  Oi 
rH  rH  Oi  Oi 


Ci  GO  CO  CO 
CO  CO  rH  J> 

00  l>-*  CO  "** 
rH  CO  tO  l^ 


00  CD  GO  Oi 

Oi  to  00  rH 

GO*  CD  "^  CO 
rH  CO  to  t'- 


■r}<  GO  O  CD 
00  CO  CO  CO 

l>^  td  CO  rH 
rH  CO  to  l> 


■^_  Oi  Oi  CD 

CO*  oi  o*  oi 

Oi  rH  CO  -^ 


CO 

CO  t>.  Ci  Oi 

rH  oi  i>  CD 

Ci  O  Oi  -^ 


00 

Oi  rH  O  00 

oi  i>*  td  oi 

GO  O  Oi  'f 


Oi  O  CO  rJH 

00  i>*  id  -^ 

CO  X  O  Oi 

rH  rH  Oi  Oi 


to  00  o  -^ 

■^  oi  rH  ci 
CO  X  O  rH 
rH  rH  Oi  Oi 


rH  1>  CO  X 

'^*  CO  CO  oi 

to  l>»  Ci  T-H 

Oi  OiOi  CO 


J>  X  Oi  o 

X*  l>.'  CO*  CO 
T  -^  71  C 
Oi  Oi  Oi  CO 


rH  00  to  Oi 

CO  rH*  o*  ci 

^  CO  X  Ci 
Oi  OiOiOi 


to  CO  Oi  Tf 


i>.  to 

CO  lO 
OiOi 


^  Oi 
1>  Oi 
0>0i 


coco  CO  Oi 

O  00  CO  •^* 
CD  i^  Oi  T-H 
rH  rH  T— I  Oi 


O  O  X  CO 


Oi  o 
CO  to 
Oi  Oi 


J>  to 

CD  X 
Oi  Oi 


Oi  -^  Oi  X 
-^_  GO  CO  CD 

i>-*  ■^*  oi  oi 

rH  CO  to  CD 


o 

rH  CO  O  Tl< 

j>*  -^  oi  !^ 

X  O  Oi  CO 


o  o  -^  o 
o  o  o  o 


l^  't  rH  X 

1-H  CO  uO  CD 


CO 

Oi  o  o  o 


■^  Oi  Oi  CO 

X  O  rH  CO 


Oi  Oi  J>  rH 
CO  'Jf  rH  oi 

lO  i>  Ci  o 

r-i  T-^  y—t  Oi 


CO  O  Tj*  00 

CO  rt  rH  00 
Oi  -^  CO  l» 
OiOiOi  Oi 


rH  O  O  O 


CO  o  t^  -^ 

to  t>.  X  o 

rH  1— I  T-H  Oi 


o  o  o  o 


rH  X  lO  Oi 
Oi  CO  to  !>• 
OiOi  OiOi 


X  CO  Oi  Oi 
to  rH  i>  CO 

CD  CO  ci  CO 

rH  CO  Tf  CD 


X  X 

X  Tf  o  CD 

oi  ci  CO  oi 

X  Ci  rH  CO 


CD  Oi  O  ■«* 
rH  CO  -^  CO 

CO  oi  X*  ■^* 

rH  CO  ■<*i  CO 


-j2    ^ 


X  o 

1>  CirH  Oi 

O  CO  CO  oi 

X  CirH  Oi 


Oil>  CO  Oi 

oiid  oiod 

•^  CO  X  Ci 


"=12 


«l» 


■^  to  l>  X 

id  rH  1>*  CO 

-*  CD  l^  Oi 


M      -"to 


ini»       Kf<t 


to  O  CO  Oi 


tOOi 
rH  CO 
OiOi 


X  to 

'*  CD 
OiOi 


Oi  rH  CO  -^ 


CiCO 
O  Oi 
OiOi 


Oi  X 
'^f  to 
Oi  Oi 


scte 


-ss 


^ 

242     THE     PASSAIC     ROLLING     MILL     COMPANY. 

AREAS   OF  FLATS. 

Thickness 
in  Inches. 

1" 

li" 

U" 

If" 

2" 

2-1" 

2i" 

2f" 

3' 

.063 
.125 

.188 
.250 

.078 
.156 
.234 
.313 

.094 

.188 
.281 
.375 

.109 
.219 
.328 
.438 

.125 

.250 
.375 
.500 

.141 
.281 
.422 
.563 

.156 
.313 
.469 
.625 

.172 
.344 
.516 

.688 

.188 
.375 
.563 
.750 

2 

.313 
.375 
.438 
.500 

.391 
.469 
.547 
.625 

.469 
.563 
.656 
.750 

.547 
.656 
.766 

.875 

.625 
.750 

.875 
1.00 

.703 

.844 
.984 
1.13 

.781 
.938 
1.09 
1.25 

.859 
1.03 
1.20 
1.38 

.938 
1.13 
1.31 
1.50 

.563 
.625 

.688 
.750 

.703 

.781 
.859 
.938 

.844 
.938 
1.03 
1.13 

.984 
1.09 
1.20 
1.31 

1.13 
1.25 
1.38 
1.50 

1.27 
1.41 
1.55 

1.69 

1.41 
1.56 
1.72 

1.88 

1.55 
1.72 
1.89 

2.06 

1.69 

1.88 
2.06 
2.25 

i 
it 

.813 

.875 
.938 
1.00 

1.02 
1.09 
1.17 
1.25 

1.22 
1.31 
1.41 

1.50 

1.42 
1.53 
1.64 
1.75 

1.63 
1.75 

1.88 
2.00 

1.83 
1.97 
2.11 

2.25 

2.03 
2.19 
2.34 

2.50 

2.23 
2.41 

2.58 
2.75 

2.44 

2.63 

2.81 
3.00 

U^6 

As 
1  L 

1.06 
1.13 
1.19 
1.25 

1.33 
1.41 
1.48 
1.56 

1.59 
1.69 

1.78 
1.88 

1.86 
1.97 
2.08 
2.19 

2.13 
2.25 

2.38 
2.50 

2.39 
2.53 
2.67 

2.81 

2.66 
2.81 
2.97 
3.13 

2.92 
3.09 
3.27 
3.44 

3.19 
3.38 
3.56 
3.75 

■•■2 

1.31 
1.38 
1.44 
1.50 

1.64 
1.72 

1.80 

1.88 

1.97 
2.06 
2.16 
2.25 

2.30 
2.41 
2.52 
2.63 

2.63 
2.75 

2.88 
3.00 

2.95 
3.09 
3.25 
3.38 

3.28 
3.44 
3.59 
3.75 

3.61 
3.78 
3.95 
4.13 

3.94 
4.13 
4.31 

4.50 

1.56 
1.63 
1.69 
1.75 

1.95 
2.03 
2.11 
2.19 

2.34 
2.44 
2.53 
2.63 

2.73 

2.84 
2.95 
3.06 

3.13 
3.25 
3.38 
3.50 

3.52 
3.66 
3.80 
3.94 

3.91 

4.06 
4.22 
4.38 

4.30 
4.47 
4.64 
4.81 

4.69 

4.88 
5.06 
5.25 

lit 

lit 
2 

1.81 

1.88 
1.94 
2.00 

2.27 
2.34 
2.42 
2.50 

2.72 
2.81 
2.91 
3.00 

3.17 

3.28 
3.39 
3.50 

3.63 
3.75 

3.88 
4.00 

4.08 
4.22 
4.36 

4.50 

4.53 
4.69 

4.84 
5.00 

4.98 
5.16 
5.33 

5.50 

5.44 
5.63 
5.81 
6.00 

8S                                                                                ?i 

f 

58 

— 

THE     PASSAIC     ROLLING     MILL     COMPANY.      243 

AREAS  OF  FLATS. 

(Conttmied. ) 

Thickness 
in  Inches. 

3i" 

4" 

4t" 

5" 

6" 

7" 

8" 

9" 

10" 

'h 

.219 

.250 

.281 

.313 

.375 

.438 

.500 

.563 

.625 

i 

.438 

.500 

.563 

.625 

.750 

.875 

1.00 

1.13 

1.25 

-h 

.656 

.750 

.844 

.938 

1.13 

1.31 

1.50 

1.69 

1.88 

1 

4 

.875 

1.00 

1.13 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

^^ 

1.09   1.25 

1.41 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3. 

8 

1.31 

1.50 

1.69 

1.88 

2.25 

2.63 

3.00 

3.38 

3.75 

■h 

1.53 

1.75 

1.97 

2.19 

2.63 

3.06 

3.50 

3.94 

4.38 

1 
2 

1.75 

2.00 

2.25 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

-.^ 

1.97 

2.25 

2.53 

2.81 

3.38 

3.94 

4.50 

5.06 

5.63 

8 

2.19   2.50 

2.81 

3.13 

3.75 

4.38 

5.00 

5.63 

6.25 

u 

2.41   2.75 

3.09 

3.44 

4.13 

4.81 

5.50 

6.19 

6.88 

3 

■4 

2.63   3.00 

3.38 

3.75 

4.50 

5.25 

6.00 

6.75 

7.50 

i^ 

2.84 

3.25 

3.66 

4.06 

4.88 

5.69 

6.50 

7.31 

8.13 

^ 

3.06 

3.50 

3.94 

4.38 

5.25 

6.131  7.00 

7.88 

8.75 

1  5 

3.28 

3.75 

4.22 

4.69 

5.63   6.56 

7.50 

8.44 

9.38 

3.50 

4.00 

4.50 

5.00 

6.00   7.00 

8.00 

9.00 

10.00 

lA 

3.72 

4.25 

4.78 

5.31 

6.38 

7.44 

8.50 

9.56 

10.63 

L 
< 

3.94   4.50 

5.06 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

1>% 

4.16   4.75   5.34 

5.94 

7.13 

8.31 

9.50 

10.69 

11.88 

t 

4.3815.00   5.63 

] 

6.25 

7.50 

8.75 

10.00 

11.25 

12.50 

1-1^ 

4.59   5.25 

5.91 

6.56 

7.88 

9.19 

10.50 

11.81 

13.13 

•*-^ 

J 

4.8115.50 

6.19 

6.88 

8.25 

9.63 

11.00 

12.3813.75  1 

llV 

5.03   5.75 

6.47 

7.19 

8.63| 

10.06 

11.50 

12.94 

14.38 

I2 

5.25   6.00 

6.75 

7.50 

9.0010.50 

12.00 

13.50 

15.00 

1  _9 

5.47   6.25 

7.03 

7.81 

9.3810.94 

12.50 

14.06 

15.63 

1    i 

' 

5.69   6.50 

7.31 

8.13 

9.75ill.38 

13.00 

14.63 

16.25 

m 

5-91  i  6.75 

7.59 

8.44 

10.1311.81 

13.50 

15.19 

16.88 

6.13 

7.00  1 

7.88;  8.75[10.5012.25 

14.00 

15.75 

17.50 

lit 

6.34 

7.25 

8.16    9. 06;  10. 88i  12. 69 

14.50 

16.31 

18.13 

1  ' 

" 

6.56 

7.50 

8.44 

9.38:11.2513.13 

15.00 

16.88 

18.75 

1+^ 

6.78 

7.75 

8.72 

9.6911.6313.56 

15.50 

17.44 

19.38 

2 

7.00  1 

8.00 

9.00 

10.0012.00il4.00 

16.00 

18.00 

20.00 

2^ — •0 

o 

^ 

244 

THE     PASSAIC      ROLLING     MILL      COMPANY. 

Weight  pee  Square  Foot 

OF  Sheets  of 

Wrought  Iron,  Steel,  Copper, 

AND 

Brass. 

THICKNESS   BY 

BIRMINGHAM    GAUGE. 

No.  of 
Gauge. 

Thickness 
in  Inches. 

Iron. 

Steel. 

Copper. 

Brass. 

0000 

.454 

18.22 

18.46 

20.57 

19.43 

000 

.425 

17.05 

17.28 

19.25 

18.19 

00 

.38 

15.25 

15.45 

17.21 

16.26 

0 

.34 

13.64 

13.82 

15.40 

14.55 

1 

.3 

12.04 

12.20 

13.59 

12.84 

2 

.284 

11.40 

11.55 

12.87 

12.16 

3 

.259 

10.39 

10.53 

11.73 

11.09 

4 

.238 

9.55 

9.68 

10.78 

10.19 

5 

.22 

8.83 

8.95 

9.97 

9.42 

6 

.203 

8.15 

8.25 

9.20 

8.69 

7 

.18 

7.22 

7.32 

8.15 

7.70 

8 

.165 

6.62 

6.71 

7.47 

7.06 

9 

.148 

5.94 

6.02 

6.70 

6.33 

10 

.134 

5.38 

5.45 

6.07 

5.74 

11 

.12 

4.82 

4.88 

5.44 

5.14 

12 

.109 

4.37 

4.43 

4.94 

4.67 

13 

.095 

3.81 

3.86 

4.30 

4.07 

14 

.083 

3.33 

3.37 

3.76 

3.55 

15 

.072 

2.89 

2.93 

3.26 

3.08 

16 

.065 

2.61 

2.64 

2.94 

2.78 

17 

.058 

2.33 

2.36 

2.63 

2.48 

18 

.049 

1.97 

1.99 

2.22 

2.10 

19 

.042 

1.69 

1.71 

1.90 

1.80 

20 

.035 

1.40 

1.42 

1.59 

1.50 

21 

.032 

1.28 

1.30 

1.45 

1.37 

22 

.028 

1.12 

1.14 

1.27 

1.20 

23 

.025 

1.00 

1.02 

1.13 

1.07 

24 

.022 

.883 

.895 

1.00 

.942 

25 

.02 

.803 

.813 

.906 

.856 

26 

.018 

.722 

.732 

.815 

.770 

27 

.016 

.642 

.651 

.725 

.685 

28 

.014 

.562 

.569 

.6.34 

.599 

29 

.013 

.522 

.529 

.589 

.556 

30 

.012 

.482 

.488 

.544 

.514 

31 

.01 

.401 

.407 

.453 

.428 

32 

.009 

.361 

.366 

.408 

.385 

33 

.008 

.321 

.325 

.362 

.342 

34 

.007 

.281 

.285 

.317 

.300 

35 

.005 

.201 

.203 

.227 

.214 

Specifi 

c  Gravity .  . 

7.704 

7.806 

8.698 

8.218 

Weigt 

it  Cubic  ft. . 

481.25 

487.75 

543.6 

513.6 

Weigl 

it  Cubic  in. 

.2787 

.2823 

.3146 

.2972 

fe 

-—si 

88 

s? 

THE     PASSAIC     ROLLING     MILL     COMPANY.     245 

Weight  per  Square  Foot 

OF  Sheets  of 

Wrought  Iron,  Steel,  Copper, 

AND  Brass. 

THICKNESS    BY   AMERICAN   GAUGE. 

No.  of 
Gauge. 

Thickness 
in  Inches. 

Iron. 

Steel. 

Copper. 

Brass. 

0000 

.46 

18.46 

18.70 

20.84 

19.69 

000 

.4096 

16.44 

16.66 

18.56 

17.53 

00 

.3648 

14.64 

14.83 

16.53 

15.61 

0 

.3249 

13.04 

13.21 

14.72 

13.90 

1 

.2893 

11.61 

11.76 

13.11 

12.38 

2 

.2576 

10.34 

10.48 

11.67 

11.03 

3 

.2294 

9.21 

9.33 

10.39 

9.82 

4 

.2043 

8.20 

8.31 

9.26 

8.74 

5 

.1819 

7.30 

7.40 

8.24 

7.79 

6 

.1620 

6  50 

6.59 

7.34 

6.93 

7 

.1443 

5.79 

5.87 

6.54 

6.18 

8 

.1285 

5.16 

5.22 

5.82 

5.50 

9 

.1144 

4.59 

4.65 

5.18 

4.90 

10 

.1019 

4.09 

4.14 

4.62 

4.36 

11 

.0907 

3.64 

3.69 

4.11 

3.88 

12 

.0808 

3.24 

3.29 

3.66 

3.46 

13 

.0720 

2.89 

2.93 

3.26 

3.08 

14 

.0641 

2.57 

2.61 

2.90 

2.74 

15 

.0571 

2.29 

2.32 

2.59 

2.44 

16 

.0508 

2.04 

2.07 

2.30 

2.18 

17 

.0453 

1.82 

1.84 

2.05 

1.94 

18 

.0403 

1.62 

1.64 

1.83 

1.73 

19 

.0359 

1.44 

1.46 

1.63 

1.54 

20 

.0320 

1.28 

1.30 

1.45 

1.37 

21 

.0285 

1.14 

1.16 

1.29 

1.22 

22 

.0253 

1.02 

1.03 

1.15 

1.08 

23 

.0226 

.906 

.918 

1.02 

.966 

24 

.0201 

.807 

.817 

.911 

.860 

25 

.0179 

.718 

.728 

.811 

.766 

26 

.0159 

.640 

:648 

.722 

.682 

27 

.0142 

.570 

.577 

.643 

.608 

28 

.0126 

.507 

.514 

.573 

.541 

29 

.0113 

.452 

.458 

.510 

.482 

.  30 

.0100 

.402 

.408 

.454 

.429 

31 

.0089 

.358 

.363 

.404 

.382 

32 

.0080 

.319 

.323 

.360 

.340 

33 

.0071 

.284 

.288 

.321 

.303 

34 

.0063 

.253 

.256 

.286 

.270 

35 

.0056 

.225 

.228 

.254 

.240 

As  t 

lere  are  many 

gauges  in  use  differing  fron 

1  each  other,  a 

nd  even  the 

thickn 

esses  of  a  certJ 

lin  specified  gauge,  as  the  Bi 

rmingham,  are 

not  assum- 

ed  the 

same  by  all  n 

lanufacturers,  orders  for  shee 

ts  and  wire  sh 

ould  always 

state  tl 
g8 

le  weight  per 

D  foot  or  the  thickness  in  the 

)usandths  of  an 

inch. 

82 

^ 

^ 

246      THE     PASSAIC     ROLLING 

MILL     COMPANY. 

DIFFERENT  STANDARDS  FOR  WIRE 

aAUdE  IN  USE  IN  THE  U.  S. 

DIMENSIONS    IN   DECIMAL   PARTS   OF   AN 

INCH. 

Number 

American,  or 

Birm- 

Washburn 

&  Moen 

Mnfg.  Co., 

Trenton 

United    j       Old 

of 

Brown 

ingham, 

Iron  Co., 

States     I  English, 

Wire 

& 

or 

Trenton, 

Standard. 

from  Brass 

Gauge. 

Sharpe. 

Stubs'. 

Worcester, 
Mass. 

N.J. 

Mfrs.  List. 

000000 

.46 

.46875 

00000 

.43 

.45 

.4375 

0000 

.46 

.454 

.393 

.4 

.40625 

000 

.40964 

.425 

.362 

.36 

.375 

00 

.3648 

.38 

.331 

.33 

.34375 

0 

.32495 

.34 

.307 

.305 

.3125 

1 

.2893 

.3 

.283 

.285 

.28125 

2 

.25763 

.284 

.263 

.265 

.26563 

3 

.22942 

.259 

.244 

.245 

.25 

4 

.20431 

.238 

.225 

.225 

.23438 

5 

.18194 

.22 

.207 

.205 

.21875 

6 

.16202 

.203 

.192 

.19 

.20313 

7 

.14428 

.18 

.177 

.175 

.1875 

8 

.12849 

.165 

.162 

.16 

.17188 

9 

.11443 

.148 

.148 

.145 

.15625 

10 

.10189 

.134 

.135 

.13 

.14063 

11 

.090742 

.12 

.12 

.1175 

.125 

12 

.080808 

.109 

.105 

.105 

.10938 

13 

.071961 

.095 

.092 

.0925 

.09375 

14 

.064084 

.083 

.08 

.08 

.07813 

.083 

15 

.057068 

.072 

.072 

.07 

.07031 

.072 

16 

.05082 

.065 

.063 

.061 

.0625       .065      1 

17 

.045257 

.058 

.054 

.0525 

.05625 

.058 

18 

.040303 

.049 

.047 

.045 

.05 

.049 

19 

.03539 

.042 

.041 

.039 

.04375 

.04 

20 

.031961 

.035 

.035 

.034 

.0375 

.035 

21 

.028462 

.032 

.032 

.03 

.03438 

.0315 

22 

.025347 

.028 

.028 

.027 

.03125 

.0295 

23 

.022571 

.025 

.025 

.024 

.02813 

.027 

24 

.0201 

.022 

.023 

.0215 

.025 

.025 

25 

.0179 

.02 

.02 

.019 

.02188 

.023 

26 

.01594 

.018 

.018 

.018 

.01875 

.0205 

27 

.014195 

.016 

.017 

.017 

.01719 

.01875 

28 

.012641 

.014 

.016 

.016 

.01563 

.0165 

29 

.011257 

.013 

.015 

.015 

.01406 

.0155 

30 

.010025 

.012 

.014 

.014 

.0125 

.01375 

31 

.008928 

.01 

.0135 

.013 

.01094 

.01225 

32 

.00795 

.009 

.013 

.012 

.01016 

.01125 

33 

.00708 

.008 

.011 

.011 

.00938     .01025 

34 

.006304 

.007 

.01 

.01 

.00859     .0095 

35 

.005614 

.005 

.0095 

.009 

.00781     .009 

^ 

— 88 

-^ 


THE     PASSAIC     ROLLING     MILL     COMPANY 


247 


WIRE — Ikon,    Steel,   Coppek,   Beass. 

Weight  of  100  Feet  in  Pounds. 


BIRMINGHAM    WIRE   GAUGE. 


PER  100  LINEAL  FEET. 

No.  of 
Gauge. 

Iron. 

Steel. 

Copper. 

Brass. 

0000 

54.62 

55.13 

62.39 

58.93 

000 

47.86 

48  32 

54.67 

51.64 

00 

38.27 

38.63 

43.71 

41.28 

0 

30.63 

30.92 

34.99 

33.05 

1 

23.85 

24.07 

27.24 

25.73 

2 

21.37 

21.57 

24.41 

23.06 

3 

17.78 

17.94 

20.3 

19.18 

4 

15.01 

15.15 

17.15 

16.19 

5 

12.82 

12.95 

14.65 

13.84 

6 

10.92 

11.02 

12.47 

11.78 

7 

8.586 

8.667 

9.807 

9.263 

8 

7.214 

7.283 

8.241 

7.783 

9 

5.805 

5.859 

6.63 

6.262 

10 

4.758 

4.803 

5.435 

5.133 

11 

3.816 

3.852 

4.359 

4.117 

12 

3.148 

3.178 

3.596 

3.397 

13 

2.392 

2.414 

2.732 

2.58 

14 

1.826 

1.843 

2.085 

1.969 

15 

1.374 

1.387 

1.569 

1.482 

16 

1.119 

1.13 

1.279 

1.208 

17 

.8915 

.9 

1.018 

.9618 

18 

.6363 

.6423 

.7268 

.6864 

19 

.4675 

.472 

.534 

.5043 

20 

.3246 

.3277 

.3709 

.3502 

21 

.2714 

.274 

.31 

.2929 

22 

.2079 

.2098 

.2373 

.2241 

23 

.1656 

.1672 

.1892 

.1788 

24 

.1283 

.1295 

.1465 

.1384 

25 

.106 

.107 

.1211 

.1144 

26 

.0859 

.0867 

.0981 

.0926 

27 

.0678 

.0685 

.0775 

.0732 

28 

.0519 

.0524 

.0593 

.056 

29 

.0448 

.0452 

.0511 

.0483 

:^0 

.0382 

.0385 

.0436 

.0412 

31 

.0265 

.0267 

.0303 

.0286 

32 

.0215 

.0217 

.0245 

.0231 

33 

.017 

.0171 

.0194 

.0183 

34 

.013 

.0131 

.0148 

.014 

35 

.0066 

.0067 

.0076 

.0071 

36 

• 

.0042 

.0043 

.0048 

.0046 

?8- 


-^ 


248    THE     PASSAIC     ROLLING     MILL     COMPANY. 


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88 

$8 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

249 

LAP- WELDED  AMERICAN 

CHARCOAL  IRON  BOILER  TUBES. 

TABLES  OF 

STANDARD  SIZES. 

MORRIS 

,    TASKER    &   CO. 

_ 

.i  d 

i«  n  1) 

■*-  o^ 

ernal 
meter 

U5 

c 

1  S  i! 
S3g 

11 

o     -o    . 

o     73,    . 

S  rt 

£  o 

Ext 
Dial 

C.2 

1^ 

^3 

c< 

Inch. 

Inch 

Inch. 

Inch. 

Inch. 

Feet. 

Feet. 

Inch. 

Inch. 

Lbs. 

1 

0.856 

0.072 

3.142 

2.689 

4.460 

3.819 

0.575 

0.785 

0.708 

IK 

1.106 

0.072 

3.927 

3.474 

3.455 

3.056 

0.960 

1.227 

0.9 

IK 

1.334 

0.083 

4.712 

4.191 

2.863 

2.547 

1.396 

1.767 

1.250 

IK 

1.56C 

0.095 

5.498 

4.901 

2.448 

2.183 

1.911 

2.405 

1.665 

2 

1.804 

0.098 

6.283 

5  667 

2.118 

1.909 

2.556 

3.142 

1.981 

2K 

2.054 

0.098 

7.069 

6.484 

1.850 

1.698 

3.314 

3. 976 

2.238 

2K 

2.283 

0.109 

7.854 

7.172 

1.673 

1.528 

4  094 

4. 909 

2.755 

2K 

2.533 

0.109 

8.639 

7.957 

1.508 

1.390 

5.039 

5.940 

3.045 

3 

2.783 

0.109  j  9.425 

8.743 

1.373 

1.273 

6.083 

7.069 

3.333 

3K 

3.012 

0.119 

10.210 

9.462 

1.268 

1.175 

7  125 

8.296 

3.958 

3^ 

3.262 

0.119 

10-995 

10.248 

1.171 

1.091 

8.357 

9.621 

4.272 

3K 

3.512 

0.119 

11 .  781 

11.033 

1.088 

1.018 

9.687 

11.045 

4.590 

4 

3.741 

0.130 

12.566 

11.753 

1.023 

0.955 

10.992 

12 . 566 

5.320 

4K 

4.241 

0.130 

14.137 

13.323 

0.901 

0.849 

14.126 

15.904 

6.010 

5 

4.72 

0.140 

15.708 

14.818 

0.809 

0.764 

17.497 

19.635 

7.226 

6 

5.699 

0.151 

18.84917.904 

0.670 

0.637 

25.509  28.274 

9.346 

7 

6.657 

0.172 

21.99120.914 

0.574 

0.545 

34.805  38.484 

12.435 

8 

7.636  1  0.182 

25.132  23.989 

0.500 

0.478 

45.795  50.265 

15.109 

9 

8.615    0.193 

28.274  27.055 

0.444 

0.424 

58.291  63.617 

18.002 

10 

9.573    0.214 

31.416  30.074 

0.399 

0.382 

71.975  78.540 

22.19 

WROUaHT-IRO 

N  WELDED  TUB] 

ES. 

EXTR 

A  STRONG. 

rt  4> 

u  rt  bi 

i^  rt  M 

(3 

bo 

S  «  £ 

.S    U 

3-S    U 

c  h  G 

C-Q  i-  C 

3.^    lUro 

^^ 

v=;-^,7; 

£  S 

■w  i£  P 

^  tj  o 

-^  2  X  P 

tr^  p^ 

a 

Q   3  C/3 

U    -!    5 

.^^.2  2 

3 

.405 
.54 

.100 
.123 

.205 
.294 

^ 

.675 

.127 

.421 

% 

.84 

.149 

.298 

.542 

.244 

% 

1.05 

.157 

.314 

.736 

.422 

1 

1.315 

.182 

.364 

.951 

.587 

IK 

1.66 

.194 

.388 

1.272 

.884 

IK 

1.9 

.203 

.406 

1.494 

1 

.088 

2 

2.375 

.221 

.442 

1.933 

1 

.491 

2K 

2.875 

.280 

.560 

2.315 

1 

.755 

3 

3.5 

.304 

.608 

2.892 

2 

.284 

3K 

4. 

.321 

.642 

3.358 

2 

.716 

4 

4.5 

.341 

.682 

3.818 

3 

.136 

fe 

^ 

o2^ 

88 

250 

THE     PASSAIC     ROLLING     MILL     COMPANY. 

SPIKES,  NAILS  AND  TACKS. 

STANDARD   STEEL  WIRE  NAILS. 

STFFT     WTRF    SPTKFS 

Sizes. 

Length. 

Common. 

Finishing. 

Diam.,    No.  per 

Diam.,    No.  per 

Length. 

Diam., 

No.  per 

inches,  i  pound. 

inches,     pound. 

inches. 

pound. 

2d 

1" 

.0524 

1060 

.0453    1558 

3" 

.1620 

41 

3d 

U" 

.0588 

640 

.0508 

913 

3i" 

.1819 

30 

4d 

U" 

.0720 

380 

.0508 

761 

4" 

.2043 

23 

5d 

If" 

.0764 

275 

.0571 

500 

4i" 

.2294 

17 

6d 

2" 

.0808 

210 

.0641 

350 

5" 

.2576 

13 

7d 

2Y' 

.0858 

160 

.0641 

315 

5i" 

.2893 

11 

8d 

2i" 

.0935 

115 

.0720 

214 

6" 

.2893 

10 

9d 

2f" 

.0963 

93 

.0720 

195 

6i" 

.2249 

7-k 

lOd 

3" 

.1082 

77 

.0808 

137 

7" 

.2249 

7 

12d 

3\" 

.1144 

60 

.0808 

127 

8" 

.3648 

5 

16d 

3i" 

.1285 

48 

.0907 

90 

9" 

.3648 

4i 

20d 

4" 

.1620 

31 

.1019 

62 

30d 

4i" 

.1819 

22 

40d 

5" 

.2043 

17 

50d 

5i" 

.2294 

13 

60d 

6" 

.2576 

11 

WOOD   SCEEWS. 

No. 

Diam. 

No. 

Diam. 

No. 

Diam. 

I 

^o. 

Diam. 

No. 

Diam. 

0 

.056 

6 

.135 

12 

.215 

18 

.293 

24 

.374 

1 

.069 

7 

.149 

13 

.228 

19 

.308 

25 

.387 

2 

.082 

8 

.162 

14 

.241 

20 

.321 

26 

.401 

3 

.096 

9 

.175 

15 

.255 

21 

.334 

27 

.414 

4 

.109 

10 

.188 

16 

.268 

22 

.347 

-28 

.427 

5 

.122 

11 

.201 

17 

.281 

23 

.361 

29 
30 

.440 
.453 

WROUGHT   SPIKES. 

Number  to  a  keg  of  150  lbs. 

L'gth, 

i  inch. 

j5g  inch. 

|inch. 

L'gth, 

i  inch. 

T5  in- 

1  inch.   X5  in. 

^  inch. 

inch. 

N6. 

No. 

No. 

inch. 

No. 

No. 

No.       No. 

No. 

3 

2250 

7 

1161 

662 

482 

445 

306 

3i 

1890 

1208 

8 

635 

455 

384 

256 

4 

1650 

1135 

9 

573 

424 

300 

240 

4i 

1464 

1064 

10 

391 

270 

222 

5 

1380 

930 

742 

11 

249 

203 

6 

1292 

868 

570 

12 

236 

180 

is 

\ \ ^ ^ » 

^ 


THE     PASSAIC     ROLLING     MILL     COMPANY.     251 

NAILS  AND  SPIKES. 

Size,  "Lengthy  and  Number  to  the  Pound. 


ORDINARY. 


Size.        Length. 


2^ 

3 

4 

5 

6 

7 

8 

9 
10 
12 
16 
20 
30 
40 
50 
60 


1" 

H" 

1  3// 
-••4 

2" 
2\" 

91// 

21" 
3" 

31-" 
3i-" 

4" 

4V' 

5" 

5V' 

6" 


LIGHT. 


4d 

5 

6 


11 
2 


BRADS. 


6d 

8 
10 
12 


21 
3^ 


No. 
to  Lb. 


CLINCH. 


FINISHING. 


T  .1,   1       No. 


800 

400 

.300 

200 

150 

320 

85 

75 

60 

50 

40 

20 

16 

14 

11 

8 


373 
272 
196 


163 
96 
74 

50 


2 

152 

21 

133 

2^ 

92 

21 

72 

3 

60 

31 

43 

FENCE. 


2 

96 

2i 

66 

2i 

56 

2f 

50 

3 

40 

SPIKES. 


3i 
4 

5 


19 
15 
13 
10 
9 
7 


BOAT, 


li 


206 


Size. 


4d 

5 

6 

8 
10 
12 
20 


Length. 


If 
If 

2 

2i 
3 

3t 
3^ 


CORE. 


SLATE. 


3d 

4 
5 

6 


2 


No. 
to  Lb- 


// 

6d 

2 

8 

2i 

10 

2i 

12 

3^ 

20 

31 

30 

4i 

40 

4f 

W  H 

2i 

A^  H  L 

2i 

384 

256 

204 

102 

80 

65 

46 


143 

68 
60 
42 
25 
18 
14 

69 
72 


288 
244 
187 
146 


TACKS. 


Size. 


loz. 


Length. 


X 

8 
16 


ts 


No. 
to  Lb. 


16000 

10666 

8000 

6400 

5333 


Size. 


4  oz. 

6 

8 
10 
12 


Length. 


11 
IF 
3. 

4 


No. 
to  Lb. 


4000 
2666 
2000 
1600 
1333 


Size,    j  Length. 


14  oz. 
16 

18 
20 
22 


1  6 


'ns 


No. 
to  Lb. 


1143 
1000 

888 
800 

727 


S8 

^ 

252      THE     PASSAIC     ROLLING     MILL     COMPANY. 

WINDOW  aLASS. 

Number  of  Lights  per  Box  of  50  Feet. 

Inches. 

No. 

Inches. 

No. 

Inches. 

No. 

Inches. 

No. 

6X  8 

150 

12X18 

33 

16X44 

10 

26X32 

9 

7      9 

115 

12     20 

30 

18     20 

20 

26    34 

8 

8    10 

90 

12     22 

27 

18     22 

18 

26     36 

8 

8     11 

82 

12     24 

25 

18     24 

17 

26     40 

7 

8     12 

75 

12     26 

23 

18     26 

15 

26     42 

7 

8    13 

70 

12     28 

21 

18     28 

14 

26     44 

6 

8    14 

64 

12     30 

20 

18     30 

13 

26     48 

6 

8    15 

60 

12     32 

18 

18     32 

13 

26     50 

6 

8     16 

55 

12     34 

17 

18     34 

12 

26     54 

5 

9    11 

72 

13     14 

40 

18     36 

11 

26     58 

5 

9     12 

67 

13     16 

35 

18     38 

11 

28     30 

9 

9     13 

62 

13     18 

31 

18     40 

10 

28     32 

8 

9     14 

57 

13     20 

28 

18     44 

9 

28    34 

8 

9     15 

53 

13     22 

25 

20     22 

16 

28     36 

7 

9     16 

50 

13     24 

23 

20    24 

15 

28    38 

7 

9     17 

47 

13     26 

21 

20     26 

14 

28    40 

6 

9     18 

44 

13     28 

19 

20    28 

13 

28    44 

6 

9     20 

40 

13     30 

18 

20    30 

12 

28    46 

6 

10     12 

60 

14     16 

32 

20    32 

11 

28     50 

5 

10     13 

55 

14     18 

29 

20    34 

11 

28     52 

5 

10     14 

52 

14     20 

26 

20    36 

10 

28     56 

4 

10     15 

48 

14     22 

23 

20    38 

9 

30    36 

7 

10     16 

45 

14     24 

22 

20    40 

9 

30    40 

6 

10     17 

42 

14     26 

20 

20    44 

8 

30    42 

6 

10     18 

40 

14    28 

18 

20    46 

8 

30    44 

5 

10     20 

36 

14    30 

17 

20    48 

8 

30    46 

5 

10     22 

33 

14    32 

16 

20    50 

7 

30    48 

5 

10     24 

30 

14    34 

15 

20    60 

8 

30    50 

5 

10     26 

28 

14     36 

14 

22    24 

14 

30    54 

4 

10     28 

26 

14    40 

13 

22     26 

13 

30    56 

4 

10     30 

24 

14     44 

11 

22     28 

12 

30    60 

4 

10     32 

22 

15     18 

27 

22    30 

11 

32     42 

5 

10     34 

21 

15     20 

24 

22     32 

10 

32    44 

5 

11     13 

50 

15     22 

22 

22     34 

10 

32     46 

5 

11     14 

47 

15     24 

20 

22     36 

9 

32     48 

5 

11     15 

44 

15     26 

18 

22     38 

9 

32     50 

4 

11     16 

41 

15     28 

17 

22     40 

8 

32     54 

4 

11     17 

39 

15     30 

16 

22     44 

8 

32    56 

4 

11     18 

36 

15     32 

15 

22     46 

7 

32    60 

4 

11     20 

33 

10     18 

25 

22     50 

7 

34    40 

5 

11     22 

30 

16     20 

23 

24     28 

11 

34    44 

5 

11     24 

27 

16     22 

20 

24     30 

10 

34    46 

5 

11     26 

25 

16     24 

19 

24     32 

9 

34    50 

4 

11     28 

23 

16     26 

17 

24     36 

8 

34     52 

4 

11     30 

21 

16     28 

16 

24     40 

8 

34    56 

4 

11     32 

20 

16     30 

15 

24     44 

7 

36     44 

5 

11     34 

19 

16     32 

14 

24    46 

7 

36     50 

4 

12     14 

43 

16     34 

13 

24     48 

6 

36     56 

4 

12     15 

40 

16     36 

12 

24     50 

6 

36     60 

3 

12     16 

38 

16     38 

12 

24     54 

5 

36    64 

3 

12    17 

35 

16     40 

11 

24     56 

5 

40    60 

3 

88                                                                 -... .- ,  ~.^ 

8S- 


-S8 


THE     PASSAIC     ROLLING     MILL     COMPANY.       253 


ROOFINa    SLATE. 

General  Rule  for  the  Computation  of  Slate. 

A  square  of  slating  is  loo  sq.  ft.  of  finished  roofing.  Slating 
is  usually  laid  so  that  the  third  slate  laps  the  first  slate  by- 
three  inches.  To  compute  the  number  of  slates,  of  a  given  size, 
required  to  cover  a  square  of  roof;  subtract  three  inches  from 
the  length  of  the  slate,  multiply  the  remainder  by  the  width 
of  the  slate  and  divide  by  2 ;  the  result  is  the  number  of  sq. 
ins.  of  roof  covered  per  slate;  divide  14,400  (the  number  of 
sq.  ins.  in  a  square)  by  the  number  so  found,  and  the  result 
will  be  the  number  of  slates  required  for  a  square. 

Weight  per  Cubic  Foot,     -     174  Pounds. 


Weight  per  Square  Foot. 


Thickness ^ 

Weight 1.81 


_3_ 

16 


2  713.625.43  7.25 


9.0610.87 


1  inch. 
14. 5  lbs. 


Table  of   Sizes  and  Numbek  of   Slate 
IN  One  Square. 


Size  in 
Inches. 


6X12 

7  12 

8  12 

9  12 
10  12 
12  12 

7  14 

8  14 

9  14 
10  14 
12  14 


No.  of 
Slate  in 
Square. 


533 
457 
400 
355 
320 
266 
374 
327 
291 
261 
218 


Size  in 
Inches. 


8X16 

9  16 

10  16 

12  16 

9  18 

10  18 

11  18 

12  18 
14  18 

10  20 

11  20 


No.  of 
Slate  in 
Square. 


277 
246 
221 
184 
213 
192 
174 
160 
137 
169 
154 


Size  in 
Inches. 


12x20 

14  20 

11  22 

12  22 
14  22 
12  24 
14  24 
16  24 
14  26 
16  26 


No.  of 
Slate  in 
Square. 


141 

121 

137 

126 

108 

114 

98 

86 

89 

78 


J 


254      THE     PASSAIC      ROLLING     MILL     COMPANY. 


■^ 


CAPACITY  OF  CISTERNS  OR  TANKS, 

In    Gallons,    for   Each    Foot   in   Depth. 


Diameter 
in  Feet. 


2. 

2.5 

3. 

3.5 

4. 

4.5 

5. 

5.5 

6. 

6.5 

7. 

7.5 

8. 

8.5 


Gallons. 


23.5 
36.7 
52.9 
71.96 
94.02 
119. 
146.8 
177.7 
211.6 
248.22 
287.84 
330.48 
376. 
424.44 


Diameter 
in  Feet. 


9. 

9.5 
10. 
11. 
12. 
13. 
14. 
15. 
20. 
25. 
30. 
35. 
40. 
45. 


Gallons. 


475.87 
553.67 
587.5 
710.9 
846.4 
992.9 
1,151.5 
1,321.9 
2,350.0 
3,570.7 
5,287.7 
7,189. 
9,367.2 
11,893.2 


The  American  standard  gallon  contains  231  cubic  inches,  or  83^  pounds 
of  pure  water.  A  cubic  foot  contains  62.3  pounds  of  water,  or  7.48 
gallons.  Pressure  per  square  inch  is  equal  to  the  depth  or  head  in  feet 
multiplied  by  .433.  Each  27.72  inches  of  depth  gives  a  pressure  of  one 
pound  to  the  square  inch. 


SKYLiaHT  AND  FLOOR  OLASS. 

"Weight  per  Cubic  Foot,     -     156  Pounds. 
"Weight  per  Square  Foot. 


Thickness . 
Weight  .  .  . 


i    ^,    i     i 

i 

f     i 

1.622.433.254.88 

6.50 

8.13J9.75 

1  inch. 
13  lbs. 


FLAaaiNa. 

"Weight  per  Cubic  Foot,     -    168  Pounds. 
"Weight  per  Square  Foot. 


Thickness , 
Weight  . . , 


88- 


1 
14 


2 

28 


3 
42 


4 
56 


5 

70 


6 

84 


7 
98 


8  inch. 
112  lbs. 


J^ 


88 8S 

THE    PASSAIC    ROLLING    MILL    COMPANY.       255 


NOTES  ON  BEICKWOEK. 

In  ordinary  brickwork,  one  cubic  foot  of  wall  will  require 
21  bricks  of  8  in.  X  2^  in.  X  3^  in. 

For  looo  ordinary  bricks  is  required  I  barrel  of  good  lime, 
2  cartloads  of  ordinary  sharp  sand. 

One  brick  as  above  weighs  4  lbs.,  dry;  if  perfectly  soaked 
in  water,  5  lbs.    It  will  absorb  i  lb.  or  one  pint  of  water. 

Edgewise  arches  will  require  about  7  bricks  per  square 
foot  of  floor,  and  endwise  arches  will  require  about  14  bricks 
of  the  size  given  above. 

For  I  cubic  yard  of  concrete  is  required  i  barrel  of 
cement,  2  barrels  of  good  sharp  sand,  l  cubic  yard  of  broken 
stone. 

TEANSVERSE   STEENGTH  OF 
BUILDING  STONES. 

b  =  width  of  stone,  in  inches. 
d  =  thickness  of  stone,  in  inches. 
/^  length  of  span,  in  inches. 

The  safe  uniformly  distributed  loads,  in  tons  of  2000  lbs., 
for  a  factor  of  safety  of  10,  can  be  obtained  by  multiplying  the 

coefficients,  given  in  the  table,  by  — -—  * 

Coefficients. 

Bluestone 0 .  18 

Granite 0. 12 

Limestone 0 . 1(3 

Sandstone ." 0.08 

Slate 0.36 

Thus,  a  granite  lintel,  24  inches  wide  and  12  inches  thick, 
spanning  an  opening  of  48  inches  would  sustain  a  safe  load  of 

?i><i^X  0.12  =  8.64  tons. 

48 

If  the  loads  are  concentrated  at  the  center  of  the  span,  the 
safe  load  will  be  one-half  the  safe  uniform  load  given  by  the 
table. 


SS- 


^ 

256     THE     PASSAIC     ROLLING     MILL     COMPANY. 


NOTES  ON  STEEL  AND  IRON. 

Wrought  iron  weighs  480  lbs.  per  cubic  foot.     A  bar,  i  in. 

square   and   3    ft.    long,  weighs,   therefore,   exactly    10  lbs. 

Hence : 
The  sectional  area,  in  sq.  ins.  =  the  weight  per  foot  X  fo 
The  weight  per  foot,  in  lbs.  =  sectional  area  X  ^3^ 
Steel  weighs  490  lbs.  per  cubic  foot,  or  2  per  cent,  greater 

than  wrought  iron.     Hence  for  steel : 

The  sectional  area,  in  sq.  ins.  =  weight  per  foot  ~  3.4 

The  weight  per  foot  in  lbs.  =  sectional  area  X  3.4 

The  melting-points  of  iron  and  steel  are  about  as  follows : 

Wrought  Iron 3,000°  Fahrenheit 

Cast  Iron    2,000°  " 

Steel 2,400° 

The  welding  heat  of  wrought  iron  is  2,700°  Fahrenheit. 

The  contraction  of  a  wrought-iron  rod  in  cooling  is  about 
equivalent  to  ro^ou"  of  its  length  for  a  decrease  of  15°  Fahr., 
and  the  strain  thus  induced  is  about  one  ton  (2240  lbs.)  for 
every  square  inch  of  sectional  area  in  the  bar. 

For  a  rod  of  the  lengths  given  below,  the  contraction  will 
be  as  follows  : 

Length  of  rod  in  feet 10      20      30      40      50      100    150 


Contrac'n  in  inches  for  15°      012     .024     .036     .048     .060     .120     .180 

"  150°     .120     .240     .360     .480     .600  1.200  1.800 

"  "  100°     .080     .160     .240     .320     .400     .800  1.200 

Contraction  and  expansion  being  equal  the  pressure  per 
square  inch  induced  by  heating  or  cooling  is  as  follows  : 
For  temperatures  varying  by  15°  Fahr.  : 

Variation  ....  15     30     45    60     75     105     120     150  degrees. 


Pressure 12      3      4      5        7        8      10  tons. 


88 ^ 


2 

$8 

■ 

THE 

PASSAIC      ROLLING      MILL     COMPANY.     257 

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82- 


258    THE     PASSAIC     ROLLING     MILL     COMPANY. 


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THE     PASSAIC     ROLLING     MILL     COMPANY.     259 


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260    THE     PASSAIC     ROLLING     MILL     COMPANY. 


AVERAGE  ULTIMATE  STRENGTHS  OF  MATERIALS 

Lbs.  per  Square  Inch.  {Continued). 


MATERIAL. 


Compression. 

Tension. 

18,500 

1,400 

15,000 

600 

12,000 

15,000 

16,000 

15,000 

7,000 

1,000 

17,000 

12,000 

.•.  .  . 

8,000 

700 

8,000 

700 

5,000 

150 

12,000 

10,000 

9,000 

100 

10,000 

10,000 

{■^  Strength 

of 

1,000 

40 

10,000 

200 

12,000 

400 

6,000 

200 

1,000 

50 

1,500 

100 

2,000 

300 

5,000 

2,000 



1,200 

200 

2,000 

400 

2,000 

300 

3,000 

500 

400 

50 

600 

75 

1,000 

125 

2,000 

250 

1,000 

200 

500 

100 

2,000 

400 

1,000 

200 

Building  Stones  : 

Bluestone 

Granite,  average 

"        Connecticut 

"        New  Hampshire 

*'        Massachusetts 

"        New  York 

Limestone,  average 

"  Hudson  River,  N.  Y, 

«  Ohio 

Marble,  average 

"        Vermont 

Sandstone,  average 

"  New  Jersey 

"  New  York 

««  Ohio 

Slate 

Stonework 

Bricks: 

Bricks,  light  red 

"        good  common 

"       best  hard 

"    Phila.  pressed 

Brickwork,       common        (lime 

mortar)    

Brickwork,    good    (cement   and 

lime  mortar) 

Brickwork,  best  (cementmortar). 

Terra  Cotta 

"         «      work 

Cements,  etc.  : 

Cement,  Rosendale,  i  month  old . 
«  Portland,    I       "         " 

"        Rosendale,    I  year  old. 
*'  Portland,    i     "       " 

Mortar,  lime,  i  year  old 

"       lime  &  Rosendale,  I  y.  old 
Mortar,    Rosendale    cement,    I 

year  old . 

Mortar,  Portland  cement,  I  y.  old. 

Concrete,  Portland,  i  month  old 

"         Rosendale,  I       "       " 

"         Portland,     I  year  old. 

«         Rosendale,  i      "       "  . 


88- 


Safe  strengths  of  Stone,  Brick  and  Cement,  xV  to  its  of  ultimate. 


«" 


■28 


THE     PASSAIC     ROLLING     MILL     COMPANY.     261 


WEIGHTS  OF  VARIOUS   SUBSTANCES. 


NAME  OF  SUBSTANCE. 


Average 

Weight  per 

cubic  foot,  lbs. 


Alcohol,  commercial 

Aluminum     

Antimony,  cast     

Apple 

Ash,  American,  perfectly  dry 

"       Canadian,        "  "       

Asphalt,  pavement  composition 

"  refined  

"  Trinidad,  natural  state 

Basalt 

Beech 

Birch 

Bismuth,  cast 

Bluestone 

Boxwood,  perfectly  dry 

Brass  ...    

Brick,  best  pressed 

"       common  hard 

"       fire 

"       soft,  inferior 

Brickwork,  pressed  brick 

"  ordinary 

Bronze  

Calcite,  transparent 

Cedar 

Cement,  Louisville 

"         Portland 

"         Rosendale 

Chalk  

Charcoal 

Cherry,  perfectly  dry -.  .  .  . 

Chestnut,      "  " 

Clay,  potters',  dry 

"       dry, loose 

Coal,  anthracite,  broken 

"  "  moderatelv  shaken . . . 

"  "  sohd  ....'. 

"     "     heaped  bushel,  loose  . 

"   bituminous,  sohd 

"      "     broken,  loose 

"      "     heaped  bushel,  loose 

Coke,  of  good  coal,  loose 

Concrete  

Copper,  cast 


52 

166 

418 

47 

38 

38 

130 

93 

80 

181 

48 

43 

614 

160 

62 

523 

135  to  150 

110  "  125 

140  "  150 

100 

112  to  140 

110  "  112 

552 

170 

39  to  41 

50 
80  to  100 
56  "  60 

156 

15  to  30 

42 

41 

119 

63 

52  to  56 

56  "  60 

93 

(77  to  83) 

84 

54 

(74) 

30  to  50 

120  "  140 

552 


88- 


-82 


28- 


■88 


262    THE     PASSAIC     ROLLING     MILL     COMPANY. 


WEIGHTS   OF  VAEIOUS   SUBSTANCES   (Continued). 


NAME  OF   SUBSTANCE. 


Average 

Weight  per 

cubic  foot,  lbs. 


Cork 

Earth,  dry,  loose 

"         "      moderately  rammed 

"     moist,  moderately  packed 

*'     as  a  soft  flowing  mud 

"     firm,  solid 

Elm,  Canadian,  dry 

Emery 

Fat 

Feldspar 

Fir,  New  England 

Flint 

Glass,  common  window 

«       flint 

"       Millville,  N.  J.,  flooring  glass , 
Gneiss,  common  ....    

"        in  loose  piles 

"        Hornblendic 

Gold,  cast,  pure 

Granite 

Gravel 

Greenstone,  trap 

"  "      quarried,  loose .    .  . 

Gunpowder 

Gutta  Percha 

Hemlock,  perfectly  dry 

Hickory,  "  "     

Hornblende,  black . .    

Ice    

India  rubber 

Iron,  cast  

"      rolled  wrought 

"      sheet 

Isinglass 

Ivory 

Lard  ....    

Lead,  commercial  cast 

Lignum  Vitse,  perfectly  dry 

Lime,  quick 

"  "      loose 

"  "      thoroughly  shaken 

Limestone 

"     quarried,  loose 

Loam,  soft 


15 

72  to  80 

90  «  100 

90  "  100 

104  "  112 

115 

47 

250 

58 

166 

40 

162 

163 

186 

158 

168 

96 

175 

1204 

170 

117  to  125 

187 

107 

56 

61 

26 

48  to  53 

200  "  220 

57 

58 

450 

480 

485 

70 

114 

59 

712 

83 

95 

53  to  59 

75 

170 

96 

110 


88- 


■88 


-88 


THE     PASSAIC     ROLLING     MILL     COMPANY.     263 


WEIGHTS   OF  VARIOUS   SUBSTANCES  (Continued). 


NAME  OF   SUBSTANCE. 


Locust .    ...      

Magnesia,  carbonate 

Mahogany,  Spanish,  perfectly  dry 

"  Honduras,     "  "   

Manganese 

Maple,  perfectly  dry 

Marble 

Masonry,  granite  or  limestone 

"        "         "  rubble 

"        "         "  dry  rubble 

"        "         "  rough  mortar  rubble 

"      dry  rubble. 

of  sandstone 

Mercury  at  32^  Fah 

Mica , 

Mortar,  hardened 

Mud,  wet,  moderately  pressed 

"      fluid 

Naphtha 

Nickel 

Oak,  live,  perfectly  dry 

"     Canadian    

"     white,  perfectly  dry 

"     red,  black,  etc 

"     red    

Oils,  whale,  olive 

"     of  turpentine 

Peat,  dry,  unpressed 

Petroleum     

Pewter 

Pine,  Canadian 

"      Northern 

"      pitch 

"      Southern 

"      white 

Pitch 

Plaster  of  Paris 

"       "       "     in  irregular  lumps 

"       "       "     ground,  loose 

"       "      "     well  shaken 

Platinum 

Plumbago 

Poplar  (white  wood) 

Porphyry 


8S- 


Average 

Weight  per 

cubic  foot,  lbs, 


46 

150 

53 

35 

499 

42  to  49 

164 

165 

154 

138 

150 

125 

145 

849 

183 

90  to  100 

110  "  130 

104  «  120 

53 

488  to  549 

59  "  69 

54 

48  to  52 

32  "  45 

52 

57 

54 

20  to  30 

55 

453 

33 

34 

65 

45  to  48 

25  «  28 

75 

142 

82 

56 

64 

1342 

142 

27 

170 


-88 


88- 


■8S 


264    THE     PASSAIC     ROLLING     MILL     COMPANY, 


WEIGHTS  OF  VAEIOUS   SUBSTANCES  (Continued). 


NAME  OF   SUBSTANCE. 


Pumice  Stone 

Quartz,  common,  pure    

"  quarried,  loose 

Redwood,  California 

Rosin 

Salt,  solid 

"     coarse  

"     fine  table 

Saltpetre 

Sand,  pure  quartz,  dry,  loose 

"      perfectly  wet .... 

"      sharp,  of  pure  quartz,  dry 

Sandstone,  building,  dry 

"  quarried  and  piled    

Shale,  red  or  black 

"      quarried  and  piled 

Silver  

Slate  

Snow,  fresh  fallen 

"       solid,  saturated  with  moisture 

Soapstone,  or  Steolite 

Spruce,  perfectly  dry 

Steel,  structural 

Sulphur   

Sycamore,  perfectly  dry 

Tallow 

Tar 

Terra-cotta 

"        "     masonry  work 

Tile 

Tin,  cast 

Traprock,  quarried  and  piled   

"  compact 

Turf,  or  peat,  unpressed 

Walnut,  black,  dry 

Water,  pure  or  distilled,  32^  Fah . .  . 

"         sea 

Wax,  bees' 

Whalebone   

Willow 

Wines 

Zinc,  or  Spelter .    


Green  timbers  ^  to  |-  more  than  dry. 


SS- 


Average 

Weight  per 

cubic  foot,  lbs. 


56 

165 

94 

23 

68 

134 

65 

80 

130 

90  to  106 

118  "  129 

117 

144  to  151 

86 

162 

92 

655 

160  to  180 

5  "  12 

15  "  50 

170 

25  to  28 

490 

125 

37  to  40 

59 

63 

110 

112 

110  to  120 

462 

107 

187 

20  to  30 

39 

62.5 
64.08 
60.5 
81 
34 

62.3 
438 


^ 


88- 


■8S 


THE     PASSAIC     ROLLING     MILL     COMPANY.    265 


WEIGHTS  OF  MERCHANDISE. 

Measurements  and  weights  given  are  for  one  case,  box,  cask, 
crate,  barrel,  bale,  or  bag,  etc. 


MATERIAL. 


$s. 


Cassimeres,  woolen,  in  cases 

Cement,  American,  in  barrels  . .  . . 

"        English,  in  barrels 

Cheese    

Corn,  in  bags 

Cotton,  in  bales    

"       extra  compressed,  in  bales  . 

Crockery,  in  casks 

"  in  crates 

Dress  goods,  woolen,  in  cases . .  . . 
Flannels,  heavy  woolen,  in  cases .  . 

Flour,  in  barrels 

Glass,  in  boxes 

Hay,  in  bales 

"     extra  compressed,  in  bales . . 

Hides,  raw,  in  bales     

Leather,  sole,  in  bales 

"  "     in  piles    

Lime,  in  barrels   

Oats,  in  bags 

Oil,  lard,  in  barrels 

Paper,  manila    

"       newspaper 

"       super-calendered  book .... 

"       wrapping 

"       writing 

Prints,  cotton,  in  cases 

Rags,  jute  butts,  in  bales 

"      woolen,  in  bales 

"      white  cotton,  in  bales 

"  "      linen,  in  bales 

Sheetings,  bleached  cotton,  in  cases 

Starch,  in  barrels 

Straw,  extra  compressed,  in  bales . 

Sugar,  brown,  in  barrels 

Tickings,  cotton,  in  bales 

Tin,  in  boxes 

Wheat,  in  bags   

"        in  bulk   

Wool,  Australian,  in  bales 

"       Cahfornian,  "     "       

South  American,  in  bales .  . 


Measurements, 


Floor  Space 
Occupied. 


Sq.  Ft. 


Cu.  Ft. 


10.5 

3.8 
3.8 

3.6 
8.1 
1.25 
13.4 
9.9 
5.5 
7.1 
4.1 

5.0 
1.75 
6.0 
12.6 

3.6 
3.3 
4.3 


4.5 

2.8 
7.5 

9.2 

8.5 
4.8 


0 

75 
0 
3 


2.7 
4.2 

5.8 
7.5 
7.0 


28.0 
5  5 
5.5 

3.6 
44.2 

3.13 
42.5 
36.6 
22.0 
15.2 

5.4 

20.0 

5.25 
30.0 

8.9 

4.5 

3.6 

12.3 


13.4 

11.0 

30.0 

40.0 

39.5 

11.4 

10.5 

5.25 

7.5 

8.8 

0.5 

4.2 

26.0 
33.0 
34.0 


Weights. 


Lbs. 

per 

Cu.Ft, 


20 
59 
73 
30 
31 
12 
40 
14 
40 
21 
22 
40 
60 
14 
24 
23 
16 
17 
50 
27 
34 
37 
38 
69 
10 
64 
31 
36 
20 
18 
23 
30 
23 
19 
45 
37 
278 
39 
41 
15 
17 
29 


^                                                                                          88 

266     THE     PASSAIC     ROLLING     MILL     COMPANY. 

WEiaHTS  OF  FIEEPROOFINa 
MATERIALS. 

POROUS   TEERA  GOTTA  FLOOR  ARCHES. 

Kind  of  Arch. 

Max.  Span 

between 

Beams, 

Feet. 

Depth  of 

Arch, 

Inches. 

Weight, 
lbs.  per 
Sq.  Ft. 

"  Excelsior  "  End  Construction .  . 
«             «             (( 

((             «             (( 

«             «             (( 

5  to  6 

6  to  7 

7  to  8 

8  to  9 

8 

9 

10 

12 

30 

32 
34 
37 

Ordinary  Flat  Arch 

31-  to  4 
4    to4i 
4ito5 
5i  to  6 
6    to6i 
6ito7 

6 
7 
8 
9 
10 
12 

29 
33 
37 

40 
43 

48 

«           ((        (( 

(I                    i(               u 

a               ((           « 

((                ((            (< 

((                (<            (( 

Segmental  Arch  (Hollow  Brick) . 
«            ((             ((           (( 

((            <<              ((           (( 

3  to    8 

5  to  10 

6  to  12 

4 

6 

8 

20 
30 
37 

PARTITIONS,  FURRING,  CEILING,  ROOFING. 

Thickness, 
Inches. 

Weight,  lbs. 
per  Sq.  Ft. 

Hollow  Brick  Partitions 

«           ((             « 

«           (I             (( 

((            it             « 

3 
4 
5 

6 

15 

20 
24 

28 

Porous  Terra  Cotta  Partitions  .  . 
«          «          «            « 

((          «          ((            « 

«          i<          ((            « 

3 
4 
5 
6 

14 

18 
23 
27 

Hollow  Brick  Furring   

2 
2 
2 
3 
4 

12 

8 

12 

15 

20 

Porous  Terra  Cotta  Furring.  . .  . 

«           "          "      Ceiling 

<(           ((          «            (( 

«           «          «            (( 

Porous  Terra  Cotta  Roofing. . .  . 
«          ((         «            <i 

"          "          "           **       .  .    . 

28 — 

2 
3 
4 

12 
16 

20 

. 8S 

-«? 


THE     PASSAIC     ROLLING     MILL     COMPANY.    267 


NOTES  ON  MENSUEATION. 


Triangle 


Parallel- 
ogram. 

Trapezoid 
Trapezium 


Circle 


Circular 
Arc 


.  .Area  =  i  base  X  altitude. 

=  I  product  of  two  adjacent  sides  X  sine  of 
the  included  angle, 
f  Area  =^  base  X  altitude. 

}  =  product  of  two  adjacent  sides  X  sine  of 

(     the  included  angle. 
. .  .Area  =  -h  sum  of  parallel  sides  X  altitude. 
.Area  =productof  diagonals  Xsineincluded  angle. 
=  'sum  of  areas  of  composing  triangles. 
. . .  Circumference  =  3.14159  X  diameter. 
Diameter  =  0.31831  X  circumference. 
Area  =  3.14159  X  square  of  radius. 

=  0.78540  X  square  of  diameter. 
Length  of  an  arc  =  No.  of  degrees  X  diameter 

X  0.0087267. 
Area  of  sector  =  length  of  arc  X  half  radius. 

m  =  r-.|/   r^_  — 

_    4m-  -f-  c^ 
^  ~         8m 


o  =  |/  r^  — x=  —  (r  — m) 


Ellipse 


Parabola 

Prism,  right 
or  oblique. ' 

CyHnder, 
right  or 
oblique. 

Pyramid 
and 
Cone. 


Frustum    of 
Pyramid 
and 
Cone. 


Circumference  (approximately)  =  1.82  X  long 
diameter  -f  1.32  X  short  diameter. 

Area  =:  3.14159   X  product  of  the  semi-axes. 

Area  =  I  base  X  altitude. 

Convex  surface  =  perimeter  of  right  section  X 
length  of  lateral  edge. 

Contents  =  area  of  base  X  perpendicular  height. 

Convex  surface  =  perimeter  of  right  section  X 
length. 

Contents  =  area  of  base  X  perpendicular  height. 

Convex  surface  (right  pyramid  or  cone)  =  i  pe- 
rimeter of  base  X  slant  height. 

Contents  (right  or  oblique  pyramid  or  cone)  =  h 
area  of  base  X  perpendicular  height. 

^Convex  surface  (right  frustum)  =  sum  of  perime- 
ters of  bases  X  i  slant  height. 

Contents  (right  or  obhque  frustum)  =  1  altitude 
X  sum  of  upper  base,  lower  base  and  a  mean 
proportional, 


=  Jalt.  (b  +  B'  -f  j/^BB'^ 


Sphere . . 
Prismoid 


fe- 


.  Surface     =  3.14159  X  square  of  diameter. 

Contents  =  0.52360  X  cube  of  diameter. 

.A  prismoid  is  a  solid  bounded  by  six  plane  sur- 
faces, onlv  two  of  which  are  parallel.  To  find 
the  contents  ;  add  the  areas  of  the  two  parallel 
surfaces  and  four  times  the  area  of  a  section 
midway  between  and  parallel  to  them  and  mul- 
tiply the  sum  bv  one  sixth  the  altitude. 

: ^ 


268 

THE     PASSAIC     ROLLING     MILL     COMPANY 

88 

CIRCUMFERENCES   OF  CIRCLES. 

Advancing  by  Eighths. 

Diam- 
eter. 

0 

X 

8 

1. 

4 

a. 

» 

i 

s 

4 

i 

0 

.0 

.3927 

.7854 

1.178 

1.571 

1.963 

2.356 

2.749 

1 

3.142 

3.534 

3.927 

4.320 

4.712 

5.105 

5.498 

5.890 

2 

6.283 

6.676 

7.069 

7.461 

7.854 

8.246 

8.639 

9.032 

3 

9.425     9.817 

10.21 

10.60 

10.99 

11.39 

11.78 

12.17 

4 

12.56  1  12.96 

13.35 

13.74 

14.13 

14.53 

14.92 

15.31 

5 

15.71  !  16.10 

16.49 

16.88 

17.28 

17.67 

18.06 

18.45 

6 

18.85 

19.24 

19.63 

20.02 

20.42 

20.81 

21.20 

21.60 

7 

21.99 

22.38 

22.77 

23.17 

23.56 

23.95 

24.34 

24.74 

8 

25.13 

25.52 

25.92 

26.31 

26.70 

27.09 

27.49 

27.88 

9 

28.27 

28.66 

29.06 

29.45 

29.84 

30.23 

30.63 

31.02 

10 

31.41 

31.81 

32.20 

32.59 

32.98 

33.38 

33.77 

34.16 

11 

34.55 

34.95 

35.34 

35.73 

36.13 

36.52 

36.91 

37.30 

12 

37.70 

38.09 

38.48 

38.87 

39.27 

39.66 

40.05 

40.45 

13 

40.84 

41.23 

41.62 

42.02 

42.41 

42.80 

43.19 

43.59 

14 

43.98 

44.37 

44.76 

45.16 

45.55 

45.94 

46.34 

46.73 

15 

47.12 

47.51 

47.91 

48.30 

48.69 

49.08 

49.48 

49.87 

16 

50.26 

50.66 

51.05 

51.44 

51.83 

52.23 

52.62 

53.01 

17 

53.40 

53.80 

54.19 

54.58 

54.97 

55.37 

55.76 

56.15 

18 

56.55 

56.94 

57.33 

57.72 

58.12 

58.51 

58.90 

59.29 

19 

59.69 

60.08 

60.47 

60.87 

61.26 

61.65 

62.04 

62.43 

20 

62.83 

63.22 

63.61 

64.01 

64.40 

64.79 

65.19 

65.58 

21 

65.97 

66.36 

66.76 

67.15 

67.54 

67.93 

68.33 

68.72 

22 

69.11 

69.50 

69.90 

70.29 

70.68 

71.08 

71.47 

71.86 

23 

72.25 

72.65 

73.04 

73.43 

73.82 

74.22 

74.61 

75.00 

24 

75.40 

75.79 

76.18 

76.57 

76.97 

77.36 

77.75 

78.14 

25 

78.54 

78.93 

79.32 

79.71 

80.11 

80.50 

80.89 

81.29 

26 

81.68 

82.07 

82.46 

82.86 

83.25 

83.64 

84.03 

84.43 

27 

84.82 

85.21 

85.60 

86.00 

86.39 

86.78 

87.18 

87.57 

28 

87.96 

88.35 

88.75 

89.14 

89.53 

89.93 

90.32 

90.71 

29 

91.10 

91.50 

91.89 

92.28 

92.67 

93.07 

93.46 

93.85 

30 

94.24 

94.64 

95.03 

95.42 

95.82 

96.21 

96.60 

96.99 

31 

97.39 

97.78 

98.17 

98.57 

98.96 

99.35 

99.75 

100.14 

32 

100.53 

100.92 

101.32 

101.71 

102.10 

102.49 

102.89 

103.28 

33 

103.67 

104.07 

104.46 

104.85 

105.24 

105.64 

106.03 

106  42 

34 

106.81 

107. 21 

107.60 

107.99 

108.39 

108.78 

109.17 

109.56 

35 

109.96 

110.35 

110.74 

111.13 

111.53 

111.92 

112.31 

112.71 

36 

113.10 

113.49 

113.88 

114.28 

114.67 

115.06 

115.45 

115.85 

37 

116.24 

116.63 

117.02 

117.42 

117.81 

118.20 

118.60 

118.99 

38 

119.38 

119.77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39 

122.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124.88 

125.27 

40 

125.66 

126.06 

126.45 

126.84 

127.24 

127.63 

128.02 

128.41 

41 

128.81 

129.20 

129.59 

129.98 

130.38 

130.77 

131.16 

131.55 

42 

131.95 

132.34 

132.73 

133.13 

133.52 

133.91 

134.30 

134.70 

43 

135.09 

135.48 

135.87 

136.27 

136.66 

137.05 

137.45 

137.84 

44 

138.23 

138.62 

139.02 

139.41 

139.80 

140.19 

140.59 

140.98 

45 

141.37 

141.76 

142.16 

142.55 

142.94 

143.34 

143.73 

144.12 

46 

144.51 

144.91 

145.30 

145.69 

146.08 

146.48 

146.87 

147.26 

47 

147.66 

148.05 

148.44 

148.83 

149.23 

149.62 

150.01 

150.40 

48 

150.80 

151.19 

151.58 

151.97 

152.37 

152.76 

153.15 

153.55 

1    49 

153.94 

154.33 

154.72 

155.12 

155.51 

155.90 

156.29 

156.69  J 

58                                                                                                   ^ 

THE     PASSAIC     ROLLING     MILL     COMPANY.     269 

CIRCUMFEEENCES  OF  CIRCLES 

(Continued). 
Advancing  by  Eighths. 

Diam- 
eter. 

0 

4 

f 

i 

8 

3. 

4 

t 

8 

50 
51 
52 
53 
54 
55 

157.08 
160.22 
163.36 
166.50 
169.65 
172.79 

157.47 
160.61 
163.76 
166.90 
170.04 
173.18 

157.87 
161.01 
164.15 
167.29 
170.43 
173.57 

158.26 
161.40 
164.54 
167.68 
170.82 
173.97 

158.65 
161.79 
164.93 
168.08 
171.22 
174.36 

159.04 
162.19 
165.33 
168.47 
171.61 
174.75 

159.44 
162.58 
165.72 
168.86 
172.00 
175.14 

159.83 
162.97 
166.11 
169.25 
172.40 
175.54 

56 

57 
58 
59 
60 

175.93 
179.07 

182.21 
185. S5 
188.50 

176.32 
179.46 
182.61 

185.75 
188.89 

176.72 
179.86 
183.00 
186.14 
189.28 

177.11 

180.25 
183.39 
186.53 
189.67 

177.50 
180.64 
183.78 
186.93 
190.07 

177.89  i  178.29 
181.03     181.43 
184.18  ,  184.57 
187.32  I  187.71 
190.46     190.85 

178.68 
181.82 
184.96 
188.10 
191.24 

61 
62 
63 
64 

05 

191.64 
194.78 
197.92 
201.06 
204.20 

192.03 
195.17 
198.31 
201.46 
204.60 

192.42 
195.56 
198.71 
201.85 
204.99 

192.82 
195.96 
199.10 
202.24 
205.38 

193.21 
196.35 
199.49 
202.63 

205.77 

193.60  !  193.99 
196.74     197.14 
199.88     200.28 
203.03     203.42 
206.17     206.56 

194.39 
197.53 
200.67 
203.81 
206.95 

66 

67 
68 
69 
70 

207.35 
210.49 
213.63 
216.77 
219.91 

207.74 
210.88 
214.02 
217.16 
220.30 

208.13 
211.27 
214.41 
217.56 
220.70 

208.52 
211.67 
214.81 
217.95 
221.09 

208.92 
212.06 
215.20 
218.34 
221.48 

209.31 
212.45 
215.59 
218.73 
221.88 

209.70 
212.84 
215.98 
219.13 
222.27 

210.09 
213.24 
216.38 
219.52 
222.66 

71 

72 
73 
74 
75 

223.05 
226.20 
229.34 
232.48 
235.62 

223.45 
226.59 
229.73 
232.87 
236.01 

223.84 
226.98 
230.12 
233.26 
236.41 

224.23 
227.37 
230.51 
233.66 
236.80 

224.62 
227.77 
230.91 
234.05 
237.19 

225.02 
228.16 
231.30 
234.44 

237.58 

225.41 
228.55 
231.69 
234.83 
237.98 

225.80 
228.94 
232.09 
235.23 
238.37 

76 

77 
78 
79 
80 

238.76 
241.90 
245.04 
248.19 
251.33 

239.15 
242.30 
245.44 
248.58 
251.72 

239.55 
242.69 
245.83 
248.97 
252.11 

239.94 
243.08 
246.22 
249.36 
252.51 

240.33 
243.47 
246.62 
249.76 
252.90 

240.73 
243.87 
247.01 
250.15 
253.29 

241.12 
244.26 
247.40 
250.54 
253.68 

241.51 
244.65 
247.79 
250.94 
254.08 

81 

82 
83 
84 

85 

254.47 
257.61 
260.75 
263.89 
267.04 

254.86 
258.00 
261.15 
264.29 
267.43 

255.25 
258.40 
261.54 
264.68 
267.82 

255.65 
258.79 
261.93 
265.07 
268.22 

256.04 
259.18 
262.32 
265.47 
268.61 

256.43     256.83 
259.57     259.97 
262.72     263.11 
265.86     266.25 
269.00     269.39 

257.22 
260.36 
263.50 
266.64 
269.78 

86 
87 
88 
89 
90 

270.18 
273.32 
276.46 
279.60 
282.74 

270.57 
273.71 

276.85 
279.99 
283.14 

270.96 
274.10 

277.25 
280.39 
283.53 

271.36 

274.50 
277.64 
280.78 
283.92 

271.75 
274.89 
278.03 
281.17 
284.31 

272.14 

275.28 
278.42 
281.57 
284 . 71 

272.53 
275.68 
278.82 
281.96 
285.10 

272.93 
276.07 
279.21 
282.35 

285.49 

91 
92 
93 
94 
95 

285.89 
289.03 
292.17 
295.31 
298.45 

286.28 
289.42 
292.56 
295.70 
298.84 

286.67 
289.81 
292.95 
296.10 
299.24 

287.06 
290.21 
293.35 
296.49 
299.63 

287.46 
290.60 
293.74 
296.88 
300.02 

287.85 
290.99 
294.13 
297.27 
300.42 

288.24 
291.38 
294 . 52 
297.67 
300.81 

288.63 
291.78 
294.92 
298.06 
301 . 20 

96  1  301.59 

97  304.73 

98  307.88 

99  311.02 
88 

301.99 
305.13 
308.27 
311.41 

302.38 
305.52 
308.66 
311.80 

302.77 
305.91 
309.05 
312.20 

303.16 
306.31 
309.45 
312.59 

303.56 
306.70 
309.84 
312.98 

303.95 
307.09 
310.23 
313.37 

304.34 
307.48 
310.63 
313.77 

\ 

27 

0    THE 

^ 

PASSAIC     ROLLING     MILL     COMPANY. 

AREAS 

OF 

CIRCLES. 

Advancing  by  Eighths. 

Diam- 

0 

1 

1 

3. 

1 

5- 

3. 

i 

eter. 

8 

4 

8 

2 

» 

4 

8 

0 

.0 

.0122 

.0491 

.1104 

.1963 

.3068 

.4418 

.6013 

1 

.7854 

.9940 

1.227 

1.485 

1.767 

2.074 

2.405 

2.761 

2 

3.1416 

3.546 

3.976 

4.430 

4.908 

5.411 

5.989 

6.492 

3 

7.068 

7.670 

8.296 

8.946 

9.621 

10.32 

11.04 

11.79 

4 

12.56 

13.36 

14.18 

15.03 

15.90 

16.80 

17.72 

18.66 

5 

19.63 

20.63 

21.65 

22.69 

23.76 

24.85 

25.96 

27.10 

6 

28.27 

29.46 

30.68 

31.92 

33.18 

34.47 

35.78 

37.12 

7 

38.48 

39.87 

41.28 

42.72 

44.18 

45.66 

47.17 

48.70 

8 

50.26 

51.85 

53.45 

55.09 

56.74 

58.42 

60.13 

61.86 

9 

63.61 

65.39 

67.20 

69.03 

70.88 

72.76 

74.66 

76.59 

10 

78.54 

80.51 

82.51 

84.54 

86.59 

88.66 

90.76 

92.88 

11 

95.03 

97.20 

99.40 

101.6 

103.9 

106.1 

108.4 

110.7 

12 

113.1 

115.5 

117.9 

120.3 

122.7 

125.2 

127.7 

130.2 

13 

132.7 

135.3 

137.9 

140.5 

143.1 

145.8 

148.5 

151.2 

14 

153.9 

156.7 

159.5 

162.3 

165.1 

168.0 

170.9 

173.8 

15 

176.7 

179.7 

182.7 

185.7 

188.7 

191.7 

194.8 

197.9 

16 

201.1 

204.2 

207.4 

210.6 

213.8 

217.1 

220.3 

223.6 

17 

227.0 

230.3 

233.7 

237.1 

240.5 

244.0 

247.4 

250.9 

18 

254.5 

258  0 

261.6 

265.2 

268.8 

272.4 

276.1 

279.8 

19 

283.5 

287.3 

291.0 

294.8 

298.6 

302.5 

306.3 

310.2 

20 

314.2 

318.1 

322.1 

326.0 

330.1 

334.1 

338.2 

342.2 

21 

346.4 

350.5 

354.7 

358.8 

363.0 

367.3 

371.5 

375.8 

22 

380.1 

384.5 

388.8 

393.2 

397.6 

402.0 

406.5 

411.0 

23 

415.5 

420.0 

424.6 

429.1 

433.7 

438.4 

443.0 

447.7 

24 

452.4 

457.1 

461.9 

466.6 

471.4 

476.3 

481.1 

486.0 

25 

490.9 

495.8 

500.7 

505.7 

510.7 

515.7 

520.8 

525.8 

26 

530.9 

536.0 

541.2 

546.3 

551.6 

556.8 

562.0 

567.3 

27 

572.6 

577.9 

583.2 

588.6 

594.0 

599.4 

604.8 

610.3 

28 

615.7 

621  3 

626.8 

632.4 

637.9 

643.5 

649.2 

654.8 

29 

660.5 

666.2 

672.0 

677.7 

683.5 

689.3 

695.1 

701.0 

30 

706.9 

712.8 

718.7 

724.6 

730.6 

736.6 

742.6 

748.7 

31 

754.8 

760.9 

767.0 

773.1 

779.3 

785.5 

791.7 

798.0 

32 

804.3 

810.5 

816.9 

823.2 

829.6 

836.0 

842.4 

848.8 

33 

855.3 

861.8 

868.3 

874.9 

881.4 

888.0 

894.6 

901.3 

34 

907.9 

914.6 

921.3 

928.1 

934.8 

941.6 

948.4 

955.2 

35 

962.1 

969.0 

975.9 

982.8 

989.8 

996.8 

1003.8 

1010.8 

36 

1017.9 

1025.0 

1032.1 

1089.2 

1046.3 

1053.5 

1060.7 

1068.0 

37 

1075.2 

1082.5 

1089.8 

1097.1 

1104.5 

1111.8 

1119.2 

1126.7 

38 

1134.1 

1141.6 

1149.1 

1156.6 

1164.2 

1171.7 

1179.3 

1186.9 

39 

1194.6 

1202.3 

1210.0 

1217.7 

1225.4 

1233.2 

1241.0 

1248.8 

40 

1256.6 

1264.5 

1272.4 

1280.3 

1288.2 

1296.2 

1304.2 

1312.2 

41 

1320.3 

1328.3 

1336.4 

1344.5 

1352.7 

1360.8 

1369.0 

1377.2 

42 

1385.4 

1393.7 

1402.0 

1410.3 

1418.6 

1427.0 

1435.4 

1443.8 

43 

1452.2 

1460.7 

1469.1 

1477.6 

1486.2 

1494.7 

1503.3 

1511.9 

44 

1520.5 

1529.2 

1537.9 

1546.6 

1555.3 

1564.0 

1572.8 

1581.6 

45 

1590.4 

1599.3 

1608.2 

1617.0 

1626.0 

1634.9 

1643.9 

1652.9 

46 

1661.9 

1670.9 

1680.0 

1689.1 

1698.2 

1707.4 

1716.5 

1725.7 

47 

1734.9 

1744.2 

1753.5 

1762.7 

1772.1 

1781.4 

1790.8 

1800.1 

48 

1809.6 

1819.0 

1828.5 

1837.9 

1847.5 

1857.0 

1866.5 

1876.1 

LiL 

1885.7 

1895.4 

1905.0 

1914.7 

1924.4 

1934.2 

1943.9 

1953.7^ 

^ — 

^ 

THE 

PASSAIC     ROLLING     MILL     COMPANY.     271 

AREAS   OF 

CIRCLEd    (Continued). 

Advancing  by  Eighths. 

Diam- 

0 

1 

» 

3. 

1 

h. 

2. 

i 

eter. 

8 

4 

« 

■z 

8 

4 

8 

50 

1963.5 

1973.3 

1983.2 

1993.1 

2003.0 

2012.9 

2022.8 

2032.8 

51 

2042.8 

2052.8 

2062.9 

2073.0 

2083.1 

2093.2 

2103.3 

2113.5 

52 

2123.7 

2133.9 

2144.2 

2154.5 

2164.8 

2175.1 

2185.4 

2195.8 

53 

2206.2 

2216.6 

2227.0 

2237.5 

2248.0 

2258.5 

2269.1 

2279.6 

54 

2290.2 

2300.8 

2311.5 

2322.1 

2332.8 

2343.5 

2354.3 

2365.0 

55 

2375.8 

2386.6 

2397.5 

2408.3 

2419.2 

2430.1 

2441.1 

2452.0 

56 

2463.0 

2474.0 

2485.0 

2496.1 

2507.2 

2518.3 

2529.4 

2540.6 

57 

2551.8 

2563.0 

2574.2 

2585.4 

2596.7 

2608.0 

2619.4 

2630.7 

58 

2642.1 

2653.5 

2664.9 

2676.4 

26S7.8 

2699.3 

2710.9 

2722.4 

59 

2734.0 

2745.6 

2757 . 2 

2768.8 

2780.5 

2792  2 

2803.9 

2815.7 

60 

2827.4 

2839.2 

2851.0 

2862.9 

2874.8 

2886.6 

2898.6 

2910.5 

61 

2922.5 

2934.5 

2946.5 

2958.5 

2970.6 

2982.7 

2994.8 

3006.9 

62 

3019.1 

3031.3 

3043.5 

3055.7 

3068.0 

3080.3 

3092.6 

3104.9 

63 

3117.2 

3129.6 

3142.0 

3154.5 

3166.9 

3179.4 

3191.9 

3204.4 

64 

3217.0 

3229.6 

3242.2 

3254.8 

3267.5 

3280.1 

3292.8 

3305.6 

65 

3318.3 

3331.1 

3343.9 

3356.7 

3369.6 

3382.4 

3395.3 

3408.2 

66 

3421.2 

3434.3 

3447.2 

3460.2 

3473.2 

3486.3 

3499.4 

3512.5 

67 

3525.7 

3538.8 

3552.0 

3565.2 

3578.5 

3591.7 

3605.0 

3618.3 

68 

3631.7 

3645.0 

3658.4 

3671.8 

3685.3 

3698.7 

3712.2 

3725.7 

69 

3739.3 

3752.8 

3766.4 

3780.0 

3793.7 

3807.3 

3821.0 

3834.7 

70 

3848.5 

3862.2 

3876.0 

3889.8 

3903.6 

3917.5 

3931.4 

3945.3 

71 

3959.2 

3973.1 

3987.1 

4001.1 

4015.2 

4029.2 

4043.3 

4057.4 

72 

4071.5 

4085.7 

4099.8 

4114.0 

4128.2 

4142.5 

4156.8 

4171.1 

73 

4185.4 

4199.7 

4214.1 

4228.5 

4242.9 

4257.4 

4271.8 

4286.3 

74 

4300.8 

4315.4 

4329.9 

4344.5 

4359.2 

4373.8 

4388.5 

4403.1 

75 

4417.9 

4432.6 

4447 . 4 

4462.2 

4477.0 

4491.8 

4506.7 

4521.5 

76 

4536.5 

4551.4 

4566 . 4 

4581.3 

4596.3 

4611.4 

4626.4 

4641.5 

77 

4656.6 

4671.8 

4686.9 

4702.1 

4717.8 

4732.5 

4747.8 

4763.1 

78 

4778.4 

4793.7 

4809.0 

4824.4 

4839.8 

4855.2 

4870.7 

4886.2 

79 

4901.7 

4917.2 

4932 . 7 

4948.3 

4963.9 

4979.5 

4995.2 

5010.9 

80 

5026.5 

5042.3 

5058.0 

5073.8 

5089.6 

5105.4 

5121.2 

5137.1 

81 

5153.0 

5168.9 

5184.9 

5200.8 

5216  8 

5232.8 

5248.9 

5264  9 

82 

5281.0 

5297.1 

5313.3 

5329.4 

5345.6 

5361.8 

5378.1 

5394.3 

83 

5410.6 

5426.9 

5443.3 

5459.6 

5476.0 

5492.4 

5508.8 

5525.3 

84 

5541.8 

5558.3 

5574.8 

5591.4 

•5607. 9 

5624.5 

5641.2 

5657.8 

85 

5674.5 

5691.2 

5707.9 

5724.7 

5741.5 

5758.3 

5775.1 

5791.9 

86 

5808.8 

5825.7 

5842.6 

5859.6 

5876.5 

5893.5 

5910.6 

5927.6 

87 

5944.7 

5961.8 

5978.9 

5996.0 

6013.2 

6030.4 

6047.6 

6064.9 

88 

6082.1 

6099.4 

6116.7 

6134.1 

6151.4 

6168.8 

6186.2 

6203.7 

89 

6221.1 

6238.6 

6256.1 

6273.7 

6291.2 

6308  8 

6326.4 

6344.1 

90 

6361.7 

6379.4 

6397  1 

6414.9 

6432.6 

6450.4 

6468.2 

6486.0 

91 

6503.9 

6521.8 

6539.7 

6557.6 

6575.5 

6593.5 

6611.5 

6629.6 

92 

6647.6 

6665.7 

6683.8 

6701.9 

6720.1 

6738.2 

6756.4 

6774.7 

93 

6792.9 

6811.2 

6829.5 

6847.8 

6866.1 

6884.5 

6902.9 

6921.3 

94 

6939.8 

6958.2 

6976.7 

6995.3 

7013.8 

7032.4 

7051.0 

7069.6 

95 

7088.2 

7106.9 

7125.6 

7144.3 

7163.0 

7181.8 

7200.6 

7219.4 

96 

7238.2 

7257.1 

7276.0 

7294.9 

7313.8 

7332.8 

7351.8 

7370.8 

97 

7389.8 

7408.9 

7428.0 

7447.1 

7466.2 

7485.3 

7504.5 

7523.7 

98 

7543.0 

7562.2 

7581.5 

7600.8 

7620.1 

7639.5 

7658.9 

7678.3 

^99 

7697.7 

7717.1 

7736.6 

7756.1 

7775.6 

7795.2 

7814.8 

7834.4. 

^ 

88 

88 «8 

272     THE     PASSAIC     ROLLING     MILL     COMPANY. 


LONO  MEASURE. 


Inches. 

Feet.    Yards 

Fath.  Poles.   Furl.     Mile. 

Metres 

1. 

=  .083  = 

02778  =.0139=. 005  =  .000126=  .0000158 

=  .0254 

12. 

1. 

333 

.1667  .0606  .00151   .0001894 

.3048 

36. 

3.     1 

.5     .182   .00454   .000568 

.9144 

72. 

6.     2 

1.     .364   .0091    .001136 

1.8288 

198. 

16J.    5^ 

2|.     1.     .025     .003125 

5.0292 

7920. 

660.    220 

110.    40.     1.       .125 

201.168 

63360. 

5280.   1760 

880.   320.     8.      1. 

1609.344 

A  palm  =  3  inches. 
A  span  =  9  inches. 
A  hand  =  4  inches. 
A  cable's  length  =  120  fathoms. 

SQUAEE  MEASURE. 

Inches.  Feet.         Yards.         Perches.        Roods.         Acre.  Metres. 

1 .    =    . 00694  = . 000772  = . 0000255  = . 00000064  = . 000000159  = . 000645 


144. 

1. 

Ill 

.00367 

.0000918 

.000023    .0929 

1296. 

9. 

1. 

.0331 

.000826 

.0002066    .8362 

39204. 

272i. 

30^. 

1. 

.025 

.00625    25.294 

1568160. 

10890. 

1210. 

40. 

1. 

.25    1011.78 

6272640. 

43560. 

4840. 

160. 

4. 

1.      4047.11 

100  square  feet  =  1  square. 
10  square  chains  =  1  acre. 
1  chain  wide  =8  acres  per  mile. 
1  hectare  =  2.471044  acres. 

i  =  27878400  square  feet. 
1  square  mile  ^  =  3097600  square  yards. 

(  =  640  acres. 
Acres  X  .0015625  =  square  miles. 
Square  yards  X  .000000323  =  square  miles. 
Acres  X  4840  =  square  yards. 
Square  yards  X  .0002066  =  acres. 

A  section  of  land  is  1  mile  square,  and  contains  640  acres. 
A  square  acre  is  208.71  ft.  at  each  side ;  or  220  X  198  ft. 
A  square l^-acre  is  147.58  ft.  at  each  side;  or  110  X  198  ft. 
A  squares-acre  is  104.355ft.  at  each  side;  or  55  X  198ft. 
A  circular  acre  is  235.504  feet  in  diameter. 
A  circular  ^-acre  is  166.527  feet  in  diameter. 
A  circular  ^-acre  is  117.752  feet  in  diameter. 
S8 ■ ' 88 


^ 


"88 


THE     PASSAIC     ROLLING     MILL     COMPANY.     273 


CUBIC  MEASURE. 


Inches. 

Feet. 

Yard. 

Metres. 

1.   : 

.0005788  = 

=   .000002144  = 

:   .000016387 

1728. 

1. 

.03704 

.028317 

46656. 

27. 

1. 

.764552 

A  cord  of  wood  =  128  cubic  feet,  being  four  feet  high,  four 
feet  wide,  and  eight  feet  long. 

Forty-two  cubic  feet  =  a  ton  of  shipping,  British. 
Forty  cubic  feet  =  a  ton  of  shipping,  U.  S. 
A  perch  of  masonry  contains  24f  cubic  feet. 

A  CUBIC  FOOT  IS  EQUAL  TO 


1728  cubic  inches. 
.  037037  cubic  yard. 
.803564  U.  S.  struck  bushel 

of  2150.42  cubic  inches. 
3.21426  U.  S.  pecks. 
7.48052  U.  S.  liquid  galls,  of 

231  cubic  inches. 
6.42851  U.  S.  dry  galls. 
29.92208  U.  S.  Hquid  quarts. 


25.71405  U.  S.  dry  quarts. 
59.84416  U.  S.  hquid  pints. 
51.42809  U.  S.  dry  pints. 
239.37662  U.  S.  gills. 
.26667  flour  barrel  of  3 struck 

bushels. 
.23748  U.  S.  liquid  barrel  of 

31i  galls. 


MEASUEES  OF  CAPACITY. 

LIQUID  MEASURE. 


Gill. 


Pint. 


Quart. 


Gallon. 


Cubic  Inches. 


Cubic  Metres. 


1 

4 

8 
32 


.25 


1. 

2. 


.125 
.5 


.03125 

.125 

.25 


7.21875 
28.875 
57.75 
231. 


.000118 
.000473 
.000947 
.003786 


DRY  MEASURE. 


Pint. 


Quart. 


Peck. 


Bushel. 


Cubic  Inches. 


Cubic  Metres 


88- 


1 

2 

16 

64 


.50 


1. 

8. 
32. 


.0625 
.125 
1. 
4. 


.015625 
.03125 
.25 
1.00 


33.6003 
67.2006 
537.605 
2150.42 


.000551 
.001101 
.008811 
.035245 


.8S 


88^ 


■8S 


274      THE    PASSAIC     ROLLING    MILL    COMPANY. 


AVOIEDUPOIS  WEIGHT. 

The  standard  avoirdupois  pound  is  the  weight  of  27.7015 
cubic  inches  of  distilled  water,  weighed  in  the  air,  at  39.83 
degrees  Fahr.,  barometer  at  thirty  inches. 

27.343  grains  =  1  drachm. 

Drachms.     Ounces.     Lbs.  Qrs.        Cwts.  Ton.         Grammes. 

1 .      =      .  0625  =  .  0039  =  .  000139  =  .  000035  =  .  00000174  =  1 .  77189 
16.           1.             .0625  .00223         .000558     .000028        28.3502 

256.         16.  1.  .0357  .00893       .000447      453.603 

7168.       448.         28.  1.  .25  .0125       12700.884 


28672.     1792. 


112. 


.05 


573440.  35840.  2240. 


80. 


20. 


1. 


50803.536 
1016070.72 


A  Stone  =  14  pounds. 

A  quintal  =  100  pounds. 

7000     grains  =  one  avoirdupois 
pounds. 

5760     grains  =  one     troy     pound  = 
pounds. 


pound  =  1.21528     troy 
82285     avoirdupois 


SUEVEYINd  MEASURE   (LINEAL). 


Inches.         Link 

5. 

Feet 

.       Yards 

Chains. 

Mile. 

Metres. 

1.      =    .126 

= 

0833 

=  .0278 

=    .00126 

=   .0000158  = 

.0254 

7.92     1. 

66 

.22 

.01 

.000125 

.2012 

12.         1.515 

1 

.333 

.01515 

.000189 

.3048 

36.         4.545 

3 

1. 

.04545 

.000568 

.9144 

792.     100. 

66 

22. 

1. 

.0125 

20.1168 

63360.  8000. 

5280 

1760. 

80. 

1. 

1609.344 

One  knot  or  geographical   mile  =  6086.07  feet  =1855.11 
metres  =  1.1526  statute  miles. 

One  admiralty  knot  =  1.1515  statute  miles  =  6080  feet. 


86- 


•88 


^■ 


-8S 


THE     PASSAIC     ROLLING     MILL     COMPANY.     275 


CONVERSION   TABLE. 

METRIC  SYSTEM  to  U.  S.  WEIGHTS  and  MEASURES. 


Millimetres   X 
Centimetres  X 


39-37 
3.2809 
1.0936 
0.6214 


Metres  X 

Metres  X 

Metres  X 

Kilometres    X 
Kilometres    X  3280.9 
Square  Millimetres   X 
Square  Centimetres  X 
Square  Metres 
Square  Kilometres 
Hectare 

Cubic  Centimetres 
Cubic  " 

Cubic  " 

Cubic  Metres 
Cubic       " 


0-03937  =  inches. 
0-3937    =       " 


=  feet 
=  yards. 
=  miles. 
=  feet. 
0.00155  =  sq.  ins. 
0.155      =      " 
X     10.7641     =  sq.  ft. 
X  247.10         =  acres. 


(Act  Congress.) 


Cubic      " 

Litres 

Litres 

Litres 

Litres 

Hectolitres 

Hectolitres 

Hectolitres 

Hectolitres 

Grammes 

Grammes  (water) 

Grammes 

Grammes  per  cu.  cent. 

Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes  per  sq.  cent 

Kilogram-metres 

Kilogram  per  metre 

Kilogram  per  cu.  metre 

Kilo  per  cheval  X  2.235 

Kilowatts  X  1.34 


2.47104  =      " 

=  cu.  ins. 

=  fl.  drachms.  (U.  S.  P.) 

=  fl.  ounces.     (U.  S.  P.) 

=  cu.  ft. 

=  cu.  yards. 


0.0610 
0.2704 
0.0338 

35-3155 
1.3080 

X  264.1785 
X  61.025    =  ^^-  ^^-      (Act  Congress.) 
X  33.8006  =  fl.  ounces.     (U.  S.  P.) 
X     0.2642  =  gallons.      (231  cu.  ins.) 
0.0353  =  cu.  ft. 
3.5315  =      " 
2.8378  =  bushels. 
0.1308  =  cu.  yards 
26.42      =  gallons. 

X  15.432 

X  0.03381 

X  0.03527 

X  0.0361 

X  2.2046 

X  35-2736 


=  gallons.     (231  cu.  ins.) 


(2150.42  cu.  ins.) 


(231  cu.  ins.) 

=  grains.  (Act  Cong.) 

=  fl.  ounces. 

=  ozs.  avoirdupois. 

=  lbs.  per  cu.  in. 

=  pounds. 

=  ozs.  avoirdupois. 
X    0.0011023  =  tons.     (2000  lbs.) 
X  14.223  =  lbs.  per  sq.  in. 

X    7.2331        =  ft.  lbs. 
X    0.6720        =lbs.  perft. 
X    0.0624        =lbs.  per  cu.  ft. 
=  lbs.  per  H.  P. 
=  H.  P. 
=  B.  T.  U. 


Calorie  X  3  968 

Cheval  vapeur    X     .9863  =  H.  P. 
1°  Centigrade  =  i°.8  Fahrenlieit. 

(Degrees,   Cent.  Therm.    X    1.8)  -f-  32  =   degrees,    Fahr 
Therm. 


-S8 


^■ 


276     THE     PASSAIC     ROLLING     MILL     COMPANY, 


11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 


37 
38 
39 
40 

41 
42 
43 
44 
45 


NATUEAL    SINES,  ETC. 


Sine. 


.00 

.01745 

.03489 

.05233 

.06975 

.08715 

.10452 
.12186 
.13917 
.15643 
10  .17364 


.19080 
.20791 
.22495 
.24192 

.25881 

.27563 
.29237 
.30901 
.32556 
.34202 

.35836 
.37460 
.39073 
.40673 
.42261 

.43837 
.45399 
.46947 
.48480 
.50000 

.51503 
.52991 
.54463 
.55919 
.57357 


Cover. 


36     .58778 


is- 


.60181 
.61566 
.62932 
.64278 

.65605 
.66913 
.68199 
.69465 
.70710 


Cosecnt. 


Tangt. 


1.00000 

.98254 
.96510 
.94766 
.93024 
.91284 

.89547 
.87813 
.86082 
.84356 
.82635 

.80919 
.79208 
.77504 
.75807 
.74118 

.72436 

.70762 
.69098 
.67443 
.65797 

.64163 
.62539 
.60926 
.59326 
.57738 

.56162 
.54600 
.53052 
.51.519 
. 50000 

.48496 
.47008 
.45536 
.44080 
.42642 

.41221 

.39818 
.38433 
.37067 
.35721 

.34394 
.33086 
.31800 
.30534 
.29289 


Cosine. 


Infinite. 
57.2986 
28.6537 
19.1073 
14.3355 
11.4737 

9.5667 
8.2055 
7.1852 
6.3924 
5.7587 

5.2408 
4.8097 
4.4454 
4.1335 
3.8637 

3.6279 
3.4203 
3.2360 
3.0715 
2.9238 

2.7904 
2.6694 
2 . 5593 
2.4585 
2.3662 

2.2811 
2.2026 
2.1300 
2.0626 
2.0000 

1.9416 

1.8870 
1.8360 
1.7882 
1.7434 

1.7013 
1.6616 
1.6242 
1.5890 
1.5557 

1.5242 
1.4944 
1.4662 
1.4395 
1.4142 


Cotang.      Secant 


Versin. 


.0 

.01745 
.03492 
.05240 
.06992 
.08748 

.10510 

.12278 
.14054 
.15838 
.17632 

.19438 
.21255 
.23086 
.24932 
.26794 

.28674 
.30573 
.32491 
.34432 
.36397 

.38386 
.40402 
.42447 
. 44522 
.46630 

.48773 
.50952 
.53170 
.55430 
.57735 

.60086 
.62486 
.64940 
.67450 
.70020 

.72654 
.75355 

.78128 
.80978 
.83909 

.86928 
.90040 
.93251 
.96568 
1.00000 


Infinite. 
57.2899 
28.6362 
19.0811 
14.3006 
11.4300 

9.5143 
8.1443 
7.1153 
6.3137 
5.6712 

5.1445 
4.7046 
4.3314 
4.0107 
3.7320 

3.4874 
3 . 2708 
3.0776 
2.9042 

2.7474 

2.6050 
2.4750 
2.3558 
2.2460 
2.1445 

2.0503 
1.9626 
1.8807 
1.8040 
1.7320 

1.6642 
1.6003 
1.5398 
1.4825 
1.4281 

1.3763 
1.3270 
1.2799 
1.2348 
1.1917 

1.1503 
1.1106 
1.0723 
1.0355 
1.0000 


Versin. 


1.00000 
1.00015 
l.OOOGO 
1.00137 
1.00244 
1.00381 

1.00550 
1.00750 
1.00982 
1.01246 
1.01542 

1.01871 
1.02234 
1.02630 
1.03061 
1.03527 

1.04029 
1.04569 
1.05146 
1.05762 
1.06417 

1.07114 
1.07853 
1.08636 
1.09463 
1.10337 

1.11260 
1.12232 
1.13257 
1.14335 
1.15470 

1.16663 
1.17917 
1.19236 
1.20621 
1.2:077 

1.23606 
1.25213 
1.26901 
1.28675 
1.30540 

1.32501 
1.34563 
1.36732 
1.39016 
1.41421 


Cosine. 


Secant.      Cotang.      Tarigt.     Cosecant, 

I  '  J 


.0 

.0001 

.0006 

.0013 

.0024 

.0038 

.0054 
.0074 
.0097 
.0123 
.0151 

.0183 
.0218 
.02.56 
.0197 
.0340 

.0387 
.0436 
.0489 
.0544 
.0603 

.0664 

.0728 
.0794 
.0864 
.0936 

.1012 
.1089 
.1170 
.1253 
.1339 

.1428 
.1519 
.1613 
.1709 
.1808 

.1909 
.2013 
.2119 
.2228 
.2339 

.2452 

.2568 
.2686 
.2806 
.2928 


1.00000 

.99984 
.99939 
.99862 
.99756 
.99619 

.99452 
.99254 
.99026 
.98768 
.98480 


Cover. 


.98162 
.97814 
.07437 
.97029  76 
.96592  75 

.96126 
.95630 
.95105 
.94551 
.93969 

.93358 
.92718 
.92050 
.913.54 
.90630 

.89879 
.89100 
.88294 
.87461 
.86602 

.85716 

.84804 
.83867 
.82903  i  56 
.81915  !  55 

.80901  54 

.79863  I  53 

.78801  j  52 

.77714  51 

.76604  50 

.75470  49 
.7J314  48 
.73135 
.71933 
.70710 


Sine. 


88 $8 

THE     PASSAIC     ROLLING     MILL     COMPANY.     277 

DECIMALS   OF  AN   INCH 
FOR  EACH  e^TH. 

jjljds. 

eVhs. 

Decimal. 

Fraction. 

■hds. 

Ti-ths. 

Decimal. 

Fraction. 

1 

2 

1 
2 
3 
4 

.015625 
.03125 
.046875 
.0625 

1-16 

17 

18 

33 
34 
35 
36 

.515625 
.53125 
.546875 
.5625 

9-16 

5 

3  6 

1       7 

4  i       8 

.078125 
.09375 
.109375 
.125 

1-8 

19 

20 

37 

38 
39 
40 

.578125 
.59375 
.609375 
.625 

5-8 

5 
6 

9 
10 
11 
12 

.140625 
.15625 
. 171875 

.1875 

3-16 

21 
22 

41 
42 
43 
44 

.640625 

.65625 

.671875 

.6875 

11-16 

13 

7  14 
15 

8  16 

.203125 
.21875 
.234375 
.25 

1-4 

23 
24 

45 
46 

47 
48 

.703125 

.71875 

.734375 

.75 

3-4 

9 
10 

17 

18 
19 
20 

.265625 
.28125 
.296875 
.3125 

5-16 

25 

26 

49 
50 
51 
52 

.765625 

.78125 

.796875 

.8125 

13-16 

11 
12 

21 
22 
23 
24 

.328125 
.34375 
.359375 
.375 

3-8 

•  27 

28 

53 
54 
55 
56 

.828125 

.84375 

.859375 

.875 

7-8 

13 
14 

25 
26 

27 
28 

.390625 
.40625 
.421875 
.4375 

7-16 

29 
30 

57 
58 
59 
60 

.890625 
.90625 
.921875 
.9375 

15-16 

15 

16 
88 

29 
30 
31 
32 

.453125 
.46875 
.484375 
.5 

1-2 

31 
32 

61 
62 
63 
64 

.953125 
.96875 
.984375 
1. 

1 
88 

ss 

s 

278  THE  PASSAIC  ROLLING  MILL  COMPANY. 

DECIMALS   OF  A  FOOT   FOR 

EACH  sV  OF  AN  INCH. 

u? 

o 

a 

u3 

VO 

M 

s 

'o 

1) 

p 

u5 

o 
c 
1— 1 

u5 

VO 

"to 

6 

■y    i 
ft 

t/i 

u 

O 

a 

l-H 

73 
g 

Q 

u5 

-g 

c 
1— 1 

en 
VO 

H 

"a 
B 
'0 

ft  • 

o 

0 

.0026 

1 

8 

.1250 
.1276 

3 

0 

.2500 
.2526 

4: 

8 

.3750 
.3776 

1 

.0052 
.0078 

9 

.1302 
.1328 

1 

.2552 

.2578 

9 

.3802 

.3828 

2 

.0104 
.0130 

10 

.1354 
.1380 

2 

.2604 
.2630 

10 

.3854 
.3880 

3 

.0156 
.0182 

11 

.1406 
.1432 

3 

.2656 
.2682 

11 

.3906 
.3932 

4 

.0208 
.0234 

12 

.1458 
.1484 

4 

.2708 
.2734 

12 

.3958 
.3984 

5 

.0260 
.0286 

13 

.1510 
.1536 

5 

.2760 
.2786 

13 

.4010 
.40.36 

6 

.0313 
.0339 

14 

.1563 
.1589 

6 

.2813 
.2839 

14 

.4063 
.4089 

7 

.0365 
.0391 

15 

.1615 
.1641 

7 

.2865 
.2891 

15 

.4115 
.4141 

8 

.0417 
.0443 

2 

0 

.1667 
.1693 

8 

.2917 
.2943 

5 

0 

.4167 
.4193 

9 

.0469 
.0495 

1 

.1719 
.1745 

9 

.2969 
.2995 

1 

.4219 
.4245 

10 

.0521 
.0547 

2 

.1771 
.1797 

10 

.3021 
.3047 

2 

.4271 
.4297 

11 

.0573 
.0599 

3 

.1823 
.1849 

11 

.3073 
.3099 

3 

.4323 
.4349 

12 

.0625 
.0651 

4 

.1875 
.1901 

12 

.3125 
.3151 

4 

.4375 
.4401 

13 

.0677 
.0703 

5 

.1927 
.1953 

13 

.3177 
.3203 

5 

.4427 
.4453 

14 

.0729 
.0755 

6 

.1979 
.2005 

14 

.3229 
.3255 

6 

.4479 
.4505 

15 

.0781 
.0807 

7 

2031 
.2057 

15 

.3281 
.3307 

7 

.4531 
.4557 

1 

0 

.0833 
.0859 

8 

.2083 
.2109 

4 

0 

.3333 
.3359 

8 

.4583 
.4609 

1 

.0885 
.0911 

9 

.2135 
.2161 

1 

.3385 
.3411 

9 

.4635 
.4661 

2 

.0938 
.0964 

10 

.2188 
.2214 

2 

.3438 
.3464 

10 

.4688 
.4714 

3 

.0990 
.1016 

11 

.2240 
.2266 

3 

.3490 
.3516 

n 

.4740 
.4766 

4 

.1042 
.1068 

12 

.2292 
.2318 

4 

.3542 
.3568 

12 

.4792 

.4818 

5 

.1094 
.1120 

13 

.2344 
.2370 

5 

.3594 
.3620 

13 

.4844 
.4870 

6 

.1146 

14 

.2396 

6 

.3646 

14 

.4896 

.1172 

.2422 

.3672 

.4922 

7 

.1198 

15 

.2448 

7 

.3698 

15 

.4948 

:3— 

.1224 

.2474 

.3724 

.4974^ 

ss 

81 

THE  PASSAIC 

ROLLING  MILL  COMPANY. 

279 

DECIMALS   OF  A  FOOT   FOR 

EACH 

3V  OF  AN  INCH  (Co7iti7iued). 

«5 

u 

o 

c 

.6 

'o 

ft 

o 

s 

H 

n 

B 
.  '0 

(L) 

Q 

en 
<J 

u 

a 

V 

Q 

u5 

0 

c 
1— 1 

B 
'0 

Q 

6 

0 

.5000 
.5026 

7 

8 

.6250 
.6276 

9 

0 

.7500 
.7526 

10 

8 

.8750 

.8776 

1 

.5052 
.5078 

9 

.6302 
.6328 

1 

.7552 
.7578 

9 

.8802 
.8828 

2 

.5104 
.5130 

10 

.6354 
.6380 

2 

.7604 
.7630 

10 

.8854 
.8880 

3 

.5156 
.5182 

11 

.6406 
.6432 

3 

.7656 

.7682 

11 

.8906 
.8932 

4 

.5208 
.5234 

12 

.6458 
.6484 

4 

.7708 
.7734 

12 

.8958 

.8984 

5 

.5260 
.5286 

13 

.6510 
.6536 

5 

.7760 
.7786 

13 

.9010 
.9036 

6 

.5313 
.5339 

14 

.6563 
.6589 

6 

.7813 
.7839 

14 

.9063 
.9089 

7 

.5365 
.5391 

15 

.6615 
.6641 

7 

.7865 
.7891 

15 

.9115 
.9141 

8 

.5417 
.5443 

8 

0 

.6667 
.6693 

8 

.7917 
.7943 

11 

0 

.9167 
.9193 

9 

.5469 
.5495 

1 

.6719 
.6745 

9 

.7969 
.7995 

1 

.9219 
.9245 

10 

.5521 
.5547 

2 

.6771 
.6797 

10 

.8021 
.8047 

2 

.9271 
.9297 

11 

.5573 
.5599 

3 

.6823 
.6849 

11 

.8073 
.8099 

3 

.9323 
.9349 

12 

.5625 
.5651 

4 

.6875 
.6901 

12 

.8125 
.8151 

4 

.9375 
.9401 

13 

.5677 
.5703 

5 

.6927 
.6953 

13 

.8177 
.8203 

5 

.9427 
.9453 

14 

.5729 
.5755 

i 

6 

.6979 
.7005 

14 

.8229 
.8255 

6 

.9479 
.9505 

15 

.5781 
.5807 

7 

7031 
.7057 

15 

.8281 
.8307 

7 

.9531 
.9557 

7 

0 

.5833 
.5859 

8 

.7083 
.7109 

10 

0 

.8333 
.8359 

8 

.9583 
.9609 

1 

.5885 
.5911 

9 

.7135 
.7161  ; 

1 

.8385 
.8411 

9 

.9635 
.9661 

2 

.5938 
.5964 

10 

.7188 
.7214 

2 

.8438 
.8464 

10 

.9688 
.9714 

3 

.5990 
.6010 

11 

.7240  ' 
.7266  : 

3 

.8490 
.8516 

n 

.9740 
.9766 

4 

.6042 
.6068 

12 

.7292  1 
.7318  1 

4 

.8542 
.8568 

12 

.9792 

.9818 

5 

.6094 
.6120 

13 

.7344 
.7370 

5 

.8594 
.8620 

13 

.9844 
.9870 

6 

.6146 
.6172 

14 

.7396 
.7422 

6 

.8646 

.8672 

14 

.9896 
.9922 

7 

.6198 

15 

.7448 

7 

.8698 

15 

.9948 

28— 

.6224 

.7474 

.8724 

.9974^ 

?8 88 

280    THE     PASSAIC     ROLLING     MILL     COMPANY. 


INDEX. 

Page 

Angles,  areas  of 56 

"        effect  of  increasing  thickness  of 4,  33 

"        lithographs  of  equal  leg 23 

"  "  "  unequal  leg 24 

"  "  "  square  root 23,  24 

"        method  of  increasing  sectional  area  of 30 

"        properties  of 53-55 

"        radii  of  gyration  for  two,  back  to  back 130-132 

"        rivet  spacing  for 44 

"        safe  loads  for 72-74 

"        sizes  of  finishing  grooves  for 33 

*'  standard  connection,  for  I  beams  and  channels .  41-43 
"        weights  of 57 

Arches,  floor,  illustrations  of 35-36 

"  "      notes  on 95,  96 

'<  "      safe  loads  for 97 

"      weights  of 98,266 

Areas  of  column  sections (see  tables  of  safe  loads  on  columns). 

"     "  Passaic  shapes (see  shape  in  question). 

"     relation  of  weights  and,  for  steel  and  iron  shapes  .  .256 

Bars,  areas  of  flat  steel 242-243 

"    hexagon,  dimensions  of    27,  28 

"    half  round,        "  "    27,  28 

"    Passaic,  sizes  of 28 

*'    round  and  square,  sizes  of 27,  28 

"         "  "         weights  and  areas  of 234-235 

"    weights  of  flat  steel 236-237 

Bead  iron,  lithographs,  weights  and  dimensions 27 

Beams,  calculation  of,  for  concentrated  loading 86 

"       formulae  for,  loaded  in  various  ways 88-91 

"       notes  on  strength  and  deflection  of 81-87 

"        relative  strengths    and   deflections   for,  loaded   in 

various  ways 92 

"        unsupported  sideways 60 

Beam,  I,  box  girders,  notes  on 77 

"  "         safe  loads  for 78-80 

girders,  notes  on 76 

Beams,  I,  areas  of 48-49 

connection  angles  for 41-43 

lithographs  of .  .  .    6-14 

method  of  increasing  sectional  areas  of 30 

properties  of  48-49 

rivet  spacing  for 44 

safe  loads  for 62-65 

"       "       •'     unsupported  sideways 60 

8? -88 


58 SS 

THE     PASSAIC     ROLLING     MILL     COMPANY.    281 


INDEX.  p,g. 

Beams,  I,  separators  for 40 

"       "    sizes  required  for  floor  girders  .  . .  103, 105,  107,  109 

"      "      "  "        "       "    joists 102,  104,  106,  108 

"       "    used  in  foundations 176-178 

"       "       "  "  safe  loads  on 179 

"       "    weights  and  dimensions  of 31 

Beams,  wooden,  safe  loads  on 182 

"  "         maximum  spans,  white  pine  purlins 183 

"  *'  "       yellow  "  '*      ....  184 

"  "  "  "  "        "     joists..  185-186 

Bearings  and  foundations,  notes  on 173-178 

Bearing  plates  for  I  beams 173 

Bending  moment,  formulae  for  various  loadings 88-91 

"  **         method  of  calculation  of 84 

Bolts,  area  of,  at  root  of  thread 224 

"     screw  threads  for     224 

"     weights  of  round  headed 222 

"  "        "  with  square  heads  and  nuts 223 

Brass  sheets,  weights  of 244,  245 

"     wire,  "         " 247 

Brick  walls,  weights  of 76 

Brickwork,  notes  on 255 

"  safe  loads  on 173 

Bridges,  notes  on  highway  and  railway 197-199 

Buckle  plates  226-227 

Ceilings,  construction  of  fireproof 36 

"  notes  on 96 

Channels,  areas  of 50 

"  lithographs  of 15-19 

'*  method  of  increasing  sectional  areas  of 30 

"  properties  of 50 

"  rivet  spacing  for 44 

safe  loads  for 66-69 

"  "       "       "    unsupported  sideways 60 

"       "       "    web  horizontal  122 

"  weights  and  dimensions  of 32 

Cisterns,  capacity  of 254 

Circles,  areas  of 270-271 

"       circumferences  of 268-269 

Clevises,  weights  and  dimensions  of 232 

Coefficient  of  strength,  explanation  of 45-47 

'*  "  "  for  Passaic  shapes  (see  tables  of  properties). 

"         "         notes  on 81,82 

Columns,  areas  of (see  tables  of  safe  loads  for  columns). 

'*  built  sections  of 38 

"  details  of  construction 39 

"  eccentric  loading  of 126, 127 

"  formulae  for  safe  strength  of 125 

"  "         "    ultimate  strength  of 125 

a 58 


88 88 

282    THE     PASSAIC     ROLLING     MILL     COMPANY. 


INDEX.  p^g^ 

Columns,  notes  on 124-127 

«         properties  of 133-140 

"  "  "  (see  also  tables,  safe  loads  on  columns). 

"  safe  loads  for  Angle 141-144 

"  "       "       "    Cast  iron 170-171 

"       "    Channel  and  Plate 154-161 

"       "    I  beam 148-149 

"       "    Latticed  Channel 145-147 

"       "       "    Plate  and  Angle 150-153 

"       *'       "    Zbar 162,164,166,168 

"  ultimate  strength  of  cast  iron 172 

«  "  "  steel 129 

"  "  «  «  wrought  iron 128 

*'  weights  of (see  tables,  safe  loads  on  columns) 

Z  bar,  dimensions  of 163,  165,  167, 169 

Columns,  timber,  safe  loads  on 187, 188 

Concentrated  loading,  method  of  calculation  for 86 

Connection  angles  for  I  beams  and  channels 41-43 

Constructional  details  34 

Copper  sheets,  weights  of.    244,  245 

«       wire  "         «    247 

Corrugated  iron,  weights  and  dimensions  of 215,  216 

Decimals  of  a  foot  for  3^2  inch 278,  279 

"  "  an  inch  for  e^^-th 277 

Deflection  coefficients,  explanation  of 61 

*'  "  for  Passaic  shapes  (see  tables  of  safe  loads). 

"  limit  for  plastered  ceilings 61 

Deflections,  comparison  of,  various  methods  of  loading.  .  .  .92 
formulae  for  "  "  *'        "        .  88-91 

Eccentric  loading  of  columns 126,  127 

Eye  bars,  dimensions  of  Passaic   230 

Expansion,  lineal,  of  substances  by  heat 233 

"  of  steel  and  iron 256 

Explanatory  notes  on  Passaic  shapes 4 

Fireproof  construction,  details  of .  .  .35,36 

"  "  notes  on 95-99 

Fireproofing  materials,  weights  of 266 

Flagging,  weights  of 254 

Flats,  areas  of 242-243 

"     dimensions  of  Passaic 28 

"  "  "       round  edge 27,28 

"    weights  of  steel 236-237 

Floors,  fireproof  arches  for,  illustrations  of 35, 36 

"       live  loads  for 98,  99,  100 

"      notes  on 95-99 

'*       safe  loads  for  fireproof  arch 97 

'*       weights  of  fireproof 98 

Foot,  decimals  of  a,  for  ■;^,  inch 278, 279 

Foundations,  cantilever 178 

fe 8? 


^ ^ 

THE     PASSAIC     ROLLING     MILL     COMPANY.    283 


INDEX.  p,g. 

Foundations,  design  of 174-178 

I  beam 176-179 

"  safe  loads  on 174 

Gauge,  American  wire '. 245 

"       Birmingham  wire 244 

"       different  standards  in  use 246 

Glass,  floor  and  skylight 254 

"      window 252 

Girders,  explanation  of  tables  of  I  beams  used  as 101 

"         I  beam,  notes  on 76 

"         "     "       box,  notes  on 77 

"         "     «  «     safe  loads  for 78-80 

"         "     "       sizes  of,  required  for  floors .  103, 105,  1 07, 109 

"         riveted,  calculation  of 110-114 

"  "        coefficients  for    115 

«  "        illustration  of , 37 

«  «        safe  loads  for 116-119 

Grillage,  I  beam,  for  foundations 176-178 

"  "  safe  loads  for 179 

Groove  iron,  lithograph  of 27 

Hand  rail,  "  " 27 

Half  round  bars,  dimensions  of 27,  28 

Hexagon  bars,  dimensions  of 27,  28 

Inch,  decimals  of  an,  for  5-4 th 277 

Iron,  notes  on 256 

Iron  sheets,  weights  of 244, 245 

"   wire  "         " 247 

Joists,  I  beam,  explanation  of  tables  of 101 

"  "       for  floors,  sizes  required  .  .  .  102,  104,  106,  108 

"       yellow  pine,  maximum  spans  for 185, 186 

Laws,  comparison  of  building 100 

Lintels,  notes  on  design  of 121 

"        safe  loads  for  cast  iron 123 

"  "       «       "     channel 122 

"  "       «       "     stone 255 

Loads  for  bridges,  highway  and  railway    197, 198 

«      "   floors 98,  99 

"      «  roofs 190, 191 

Loads,  suddenly  applied,  calculation  for 120 

Mensuration,  notes  on 267 

Method  of  increasing  sectional  areas 30 

Metric  conversion  table 275 

Miscellaneous  shapes,  lithographs  of 27 

Moment  of  inertia,  notes  on 81 

"  "        "  of  column  sections  (see  properties  of  columns). 

"  "        "  "  Passaic  shapes  .  .  .(see  properties  of  shapes). 

"  "       "         "rectangles 93 

"  "       '*        *'  usual  sections    94 

Moment  of  resistance,  notes  on 81,  82 


88- 


• 88 

284    THE     PASSAIC     ROLLING     MILL     COMPANY. 


INDEX.  Page 

Nails,  weights  and  dimensions  of 250,  251 

Nuts  and  bolt  heads,  weights  of  hexagon  and  square  . . .  .223 

"  hexagon  and  square,  dimensions  of 224 

«         «  "         "         weights  of 225 

"  pin,  weights  and  dimensions  of 231 

Passaic  structural  shapes,  explanatory  notes  on 4 

«  "  «  lithographs  of 6-27 

Picture  frame  iron,  lithograph  of 27 

Piles,  safe  loads  on 176 

Pin  nuts,  weights  and  dimensions  of 231 

Pins,  dimensions  of  standard 231 

"  notes  on  allowable  strains  for .217 

"  shearing  and  bearing  values  and  maximum  bending 

moments     •    •  •  .218-219 

Pipe,  steam,  gas  and  water,  weights  and  dimensions 248 

Plates,  universal  mill,  sizes  of  Passaic 29 

«       weights  of  steel 238-241 

Posts,  timber,  safe  loads  on 187,  188 

Properties  of  column  sections    130-140 

"  "  Passaic  shapes (see  shape  in  question). 

"  <«         "  "         explanation  of  tables  of .  .45-47 

Purlins,  white  pine,  maximum  spans  for 183 

«         yellow  ♦'  "  "       " 184 

Radius  of  gyration,  notes  on  the 81,  124 

"        "  "  of  columns   .  (see  tables,  properties  of  columns). 

"        "  "  Passaic  shapes  (see  tables,  properties  of  shapes). 

«       '*         "  two  angles,  back  to  back 130-132 

Reactions,  method  of  calculating 83 

Rectangles,  moment  of  inertia  of 93 

Rivets,  length  of,  to  form  one  head 222 

"       notes  on  allowable  strains  on   217 

"       shearing  and  bearing  values  of 220-221 

"       weights  of 222 

Rivet  spacing  for  angles,  channels  and  I  beams 44 

Rods,  with  loop  eyes,  length  required  for  one  head 229 

Roofs,  notes  on  the  design  of 189-191 

Roof  trusses,  strains  in,  tables  of 194-196 

«         "       types  of,  illustrated 192-193 

Round  edge  flats,  dimensions  of 27,  28 

Rounds,  areas  and  weights  of 234,  235 

"         sizes  of 27,  28 

Safe  loads,  comparison  of,  various  methods  of  loading  ....  92 
«     «       formulae  for,  "  "        "       "         ..88-91 

"     "       explanation  of  tables  of 60-61 

"     "       for  columns (see  columns,  safe  loads). 

«     tt        K  I  beam,  box  girders 78-80 

'*     «         "  Passaic  shapes (see  shape  in  question). 

"     «         "  riveted  girders 116-119 

Screw  threads,  U.  S.  standard 224 


SS- 


^ 88 

THE     PASSAIC     ROLLING     MILL     COMPANY.    285 


INDEX.  •  p^g^ 

Sci-ews,  wood,  dimensions  of 250 

Section  modulus,  explanation  and  use  of 45-47,  87 

"  "  of  column  sections  .  .  (see  properties  of  columns). 

"  "  "  Passaic  shapes  (see  properties  of  shapes). 

"  *'  "  usual  sections    94 

Separators  for  I  beams   40 

Shapes  made  by  Passaic  Rolling  Mill  Co 6-29 

Shear,  notes  on  calculation  of 84 

Sheets  of  iron,  steel,  copper  and  brass,  weights  of  . .  .244,  245 

Slate,  roofing 253 

Sleeve  nuts,  weights  and  dimensions  of 228 

Specifications  for  structural  steel 212-214 

Spikes*  weights  and  dimensions  of  .  .  .    250,  251 

Squares,  areas  and  weights  of ,    . ,  .234-235 

"         dimensions  of 27, 28 

Steel,  notes  on 256 

"     sheets,  weights  of 244,  245 

"     wire,  "         " 247 

Stone,  transverse  strength  of 255 

Strains  in  bridge  trusses   .    201-209 

"  roof  « 194-196 

Strength,  ultimate,  of  metals 258,  259 

"  "         "  miscellaneous  materials 259 

"  "         "   stone,  brick  and  cement    260 

"  "         *'  timbers 257 

Struts,  safe  loads  for  angle 141-144 

Tacks,  weights  and  dimensions  of 251 

Tanks,  capacity  of 254 

Tees,  areas  of  51,  52 

"   lithographs  of  equal  leg 20,  21 

"  *'  "   special 19 

"  "  "   unequal  leg 22 

"   properties  of 51,  52 

*'   safe  loads  for 70,  71 

"  weights  of ^51^  52 

Tie-rods 95,  96 

Timber  posts,  safe  loads  for 187,  188 

Timbers,  ultimate  strength  of 257 

Trigonometrical  functions 276 

Trusses,  bridge,  notes  on 197-199 

*'         strains  in 201-209 

"  "         types  of 200 

"        roof,  notes  on 189-191 

"  "      strains  in 194-196 

"  "     types  of 192-193 

Tubes,  boiler,  weights  and  dimensions  of 249 

"      extra  heavy,  dimensions  of 249 

Turntables,  Passaic  standard  railroad 210-211 

Upsets  for  round  and  square  rods .228 

^ 


58 

286    THE     PASSAIC     ROLLING     MILL     COMPANY, 


INDEX.  p^g^ 

Washers,  weights  and  dimensions  of  225 

Weights  and  areas,  relation  of,  for  steel  and  iron  shapes.  .256 

Weights  and  measures 272-275 

Weights  of  brick  walls 7(5 

"  "  column  sections  .  .  (see  tables  of  safe  loads  for  columns). 

'*  "  fireproof  floors 98 

"  "  fireproofing  materials   266 

"  "  materials 261-264 

"  "  merchandise   265 

"  "  Passaic  shapes (see  shape  in  question). 

"  "  roof  coverings 190 

"  "  sheets  of  iron,  steel,  copper  and  brass. .  .244,  245 

"  "  wire,  iron,  steel,  copper  and  brass  . *  .  .247 

Wind  bracing  for  buildings 180-181 

"     pressure  on  roofs 191 

Wire  gauges,  different  standards  in  use 246 

Wire,  weights  of  iron,  steel,  copper  and  brass 247 

Wooden  beams,  safe  loads  for   182 

"  «'       max.  spans  for 183-186 

"          columns,  safe  loads  on 187,  188 

Z  bars,  areas  of 58,  59 

"      lithographs  of 25,  26 

"      method  of  increasing  sectional  area  of 30 

"      properties  of 58,  59 

"      safe  loads  for 75 

"      weights  of 58,  59 

Z  bar  columns (see  columns). 

dimensions  of 163,  165,  167,  169 


a- 


AC---'
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Full text of "A manual of useful information and tables appertaining to the use of structural steel, as manufactured by the Passaic Rolling Mill Co. ... For engineers, architects and builders."

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